CIVIL

CONTRACTOR DOCUMENT REVIEW

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LOG DATE : ELECT
IN COMM NO. : I&C
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I INFORMATION WORKING DOCUMENT

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BY : DATE :
LOG DATE :
OUT COMM NO. :

0 AUG.31.’21 Issued For Approval TI Y.H.Seo J.H.Nam

REV. DATE DESCRIPTION PRPD CHKD APPD
OWNER :
PT. PLN ( PERSERO )
Jl. Trunojoyo Blok M I/135, Kebayoran Baru Jakarta 12610
Phone : +62-21-7261875,7261122,7262234, Fax : +62-21-7221330
e-mail : webmaster@pln.co.id
Contract Agreement No. 1594.PJ/DAN.02.01/DIR/2016

PT. PLN ( PERSERO ) PUSAT MANAJEMEN PROYEK

PLN
DOC.NO.
1 0 1 1 8 B - - - - - -
PROJECT :
KALSELTENG 2 CFSPP (2x100MW)
CONTRACTOR :
CONSORTIUM OF
PT TRUBA JAYA ENGINEERING – HYUNDAI ENGINEERING CO.,LTD. – ITOCHU CORPORATION

SUB-CONTRACTOR :

PREPARED BY DATE TITLE

TI AUG.31.'21
CHECKED BY DATE
CONSTRUCTION PROCEDURE for EARTH WORK
Y.H.Seo AUG.31.'21
APPROVED DATE CONTRACTOR DOCUMENT NUMBER REV.

J.H.Nam AUG.31.'21 0
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

Table of Contents

Para Title

1.0 Scope

2.0 References

3.0 Responsibility and Authority

4.0 General

5.0 Execution

6.0 Attachment
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

1.0 Scope

This procedure covers the requirements at construction site for site

preparation, excavation, backfilling, compaction and all the other work as
required for earthwork.

2.0 References

2.1 Project specification.

2.2 KS F 2302 Particle Size Analysis of Soils.

(ASTM D 422)

2.3 KS F 2303 Determining the Liquid Limit of Soils.

(ASTM D 423)

2.4 KS F 2304 Determining the Plastic Limit and Plasticity Index of Soils.
(ASTM D 424)

2.5 KS F 2312 Moisture-Density Relations of Soils Using a 4.54kg

(ASTM D 1557) Drop.

2.6 KS F 2311 Test Method for Density of Soil in Place by the Sand-Cone
Method.
(ASTM 1556)

2.7 OWNER QA/QC Procedure.

2.8 Local Code and Regulation.

3.0 Responsibilities and Authority

3.1 This procedure shall be reviewed by QA/QC department and approved by

client before use.

3.2 In place soil compaction tests shall be performed by testing laboratory as

approved by OWNER engineer.

3.3 OWNER Civil and Architecture supervisor is responsible for supervising those
activities required in this procedure.

4.0 General
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

4.1 Survey Reference

(1) Datum : All level values shall be indicated in the Drawings or
other documents, unless otherwise stated.

(2) Existing ground levels.

The surface lines and levels as shown in the drawings have been
compiled from available land records and other relevant information.
The Sub-Contractor shall personally verify the accuracy of such
levels and lines. In case of any discrepancy, the Sub-Contractor
shall inform the OWNER who will then jointly check such
discrepancies with the Contractor and after discussions, instructs
the Sub-Contractor on any action to be taken.

4.2 Dust Control

4.2.1 Use all means necessary to control dust on and near the work and on and
near all off-site borrow areas if such dust is cause by the contractor's
operations during performance of the work or if resulting from the condition in
which the contractor leaves the site.

4.2.2 Thoroughly moisten all surfaces as required to prevent dust being a nuisance
to the public, neighbors, and concurrent performance of other work on the
site.

4.3 Protection

(1) The subcontractor shall develop a health & safety plan for its
employees covering any exposure to hazardous materials and shall
perform all work in accordance with the plan.

(2) The Sub-Contractor shall place and maintain in good condition

temporary fences, guardrails, lights and other protective measures
required for the safety of personnel and the premises. These shall
be maintained at all times during the construction period.

4.4 Blasting : No blasting shall be permitted without prior written

approval of OWNER engineer.

4.5 Submittals : All tests, inspection reports and records shall be

submitted to OWNER engineer for approval.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.0 Execution

5.1 Excavation

Excavation shall be square, level and plumb and shall be of such width as
may be required to properly, safely and conveniently carry out the work.
Bottoms of excavations shall be trimmed, consolidated and to the exact
levels required, the Sub-Contractor shall at his own expense, fill the excavation
to the required level with approved fill material.

5.2 Inspection before excavation work

5.2.1 Check that the preceding work has been satisfactorily completed.

5.2.2 Correct conditions for adversely affecting the work

For example, if the excavation is to be carried out near existing structure or

near existing embankment or retaining wall, take all precautionary measures
such as shoring or supporting, under-pinning or sheet piling etc. as the case
may be depending upon the prevailing site conditions, nature of soil, depth and
size of excavation etc.

5.2.3 Removal of unsuitable materials

1) The site shall be cleared of brush, rubbish and vegetation. All grass
and weeds including roots shall be stripped and removed. Any
debris from stripping, clearing and grubbing operations shall be
removed from the site. Method of disposal and location of disposal
site shall be subject to approval of the OWNER.

2) Surplus excavated materials shall be removed and deposited away from

the site as directed by the OWNER. Soil shall not be stockpiled near
the edges of excavation under any circumstances. The Sub-
Contractor shall stockpile only the places indicated by OWNER.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.3 Slopes of all excavations shall be cut true and straight and all loose stones
and boulders shall be removed in areas to be excavated, filled, and graded or
in areas that will support roads, embankments or foundations.
5.4 Excavations for foundations deeper than 900 mm shall be excavated using a
maximum slope of one and a half horizontal to one vertical or shall be shored
and braced by members of suitable sizes. The Sub-Contractor shall be
responsible for the design, construction and satisfactory performance of all
temporary excavation support system. Shoring, bracing and sheeting shall
be removed, as excavations are backfilled in a manner to prevent cave in.
When excavations are over 1200 mm in depth, shoring and bracing shall
meet OSHA requirements.

5.5 Excavations ahll be kept free of water at all times until completion of
construction or backfilling. The Sub-Contractor shall provide all pumping,
temporary drains etc. as may be necessary for this purpose.

5.6 For over-excavation areas, approved fill material shall be used as backfill.
Compaction shall be in accordance with the requirements for the material.

5.7 No permanently exposed cut shall be steeper than two horizontal to one vertical.

5.8 Rock excavation : Rock blasting is permitted only if proper precautions

have been taken for the protection of the work, property and persons, subject
to OWNER engineer approval.

5.9 Shoring and sheet piling and underpinning

Shoring, sheet piling and underpinning for excavation shall be carried out for
all excavations wherever it is necessary to protect the excavated sides from
collapsing or sliding and for the protection of men and material as directed by
OWNER engineer.

5.9.1 Timber shoring

1) Timber shoring shall be closed type with planks, rafters and battens
and walers and braces. The planks shall be joined close to each
other to form plates. The plates shall be prefabricated and lowered
in the excavation pit. The plates shall be in full contact with the sides
of excavation and shall be made rigid to withstand the soil pressure
by using vertical and horizontal rafters, walers, and bracings.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

2) The plates shall be made more rigid as the depth of excavation

increases. The minimum cross sectional dimensions of bracings,
walers, rafters etc. shall be determined on the basis of soil conditions,
depth of excavation, area of excavation and soil pressure and other
erection forces which shall be prior approved by OWNER engineer.
All the necessary excavation and dewatering shall be carried out
wherever necessary for erecting shoring.

3) Necessary ladders, catwalks, walkways, platforms, handrails shall be

provided for the shores to carry out other related construction work.

4) Shoring work shall be dismantled, struck off and removed only when
entire work of foundation is completed and the foundation sides are
ready for backfilling. Removal of shoring shall be started only after
approval from OWNER engineer. In certain cases, shores shall be
left in the excavation if it is not possible to retrieve it after completion
of construction work of foundations.

5.9.2 Steel shoring

1) Prefabricated steel plates with steel members such as soldiers, walers,

braces, turnbuckles, joists, beams, channels etc. shall be utilized in place
of timber shoring.

2) Other requirements shall be similar to timber framing or shoring. The

welding shall be carried out by qualified and experienced welders. Steel
shoring shall be carried out only after prior approval by OWNER
engineer.

5.9.3 Steel sheet piling

1) In case of very deep foundations or those located very close to

existing structures, steel sheet piling shall be carried out if directed by
the engineer steel sheet piles shall be of shallow arch or deep arch or
straight web type. Sheet piles shall be driven straight by first pitching
the pile in the required location and then driven by a pile driving
machine upto the required depth. The next consecutive pile shall be
driven adjacent to the previous pile. Care shall be taken to maintain
verticality of sheet pile while driving.

2) Excavation shall be gradually carried out and simultaneously the

KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

driven sheet piles shall be braced with walers, braces, beams, cribs,
etc. to make them rigid to withstand the soil pressure. The bracing
shall be welded to the sheet piles.

3) If it is necessary to extend the sheet piles, they shall be welded with

new sheet pile when more than 90% of the previous sheet pile is
already driven in position. The welding shall be carried out by
qualified and experienced welders.

4) Shoring shall be removed as the backfilling progresses. Removal of

shoring shall be started only after approval from OWNER engineer.

5.9.4 Underpinning

1) Underpinning shall be carried out while carrying out shallow or deep

excavation close to existing underground structure, or service line or
electric cables etc.

2) Underpinning shall be done by supporting the structure base and

sides by means of wooden members or by steel members involving
fixing with bolts and nuts, or nailing wooden members or by welding
steel members which are resting on firm surfaces. Underpinning
shall also be carried out by brick, block or stone masonry or by use of
the reinforced concrete structures etc. resting on firm surfaces. The
adoption of a particular type shall depend upon the site conditions,
the material availability, the nature of underpinning required etc.

3) Any minor excavation and also dewatering or bailing out water shall
be carried out while underpinning work is in progress.

4) Service lines and cables shall be supported on beams tied with ropes
if necessary, to make the supports rigid.

5) Underpinned supports shall be removed only when entire adjacent

work is completed and backfilled. The backfill material under the
existing structure base shall be thoroughly compacted before
removing underpinned members.

6) Underpinning shall be carried out by using hydraulic jacks and

turnbuckles and wooden sleepers etc. to lift the structure bases
slightly as required. The entire underpinning work shall be carried
out by experienced and skilled personnel under constant supervision
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

of the engineer.
7) All necessary safety precautions shall be undertaken through carrying
out the underpinning work.

5.10 Excavation Material Disposal

1) brush and other vegetation shall be disposed of off site by the site
preparation Sub-Contractor at a site approved by OWNER.

2) Insofar as it is practicable, all suitable materials resulting from

excavations shall be used for fill. All sand and silty sand soils
excavated shall be used as "structural fill" under and around
foundations, under roads and paving and for embankment
construction. Any clay soils excavated shall be used in "open areas"
for grading purposes only and shall be referred to as "general fill".

3) Any excavated material not meeting the requirements of this

specification or excess material not required for fill, shall be disposed
of as directed by the OWNER.

4) Any excavated material found to be contaminated shall be disposed

of off site conforming to applicable regulations of the local regulation.

5.11 Fill Materials

Fill materials used at any location shall be from either on-site excavation,
designated borrow areas or off-site sources conforming to the following types:

1) Imported Structural Fill (Type A)

- All structural fill to be used for load bearing purposes and around
major structures shall be well graded non-plastic granular material
free of organic matter, rubbish, debris or other unsuitable
materials with a maximum particle size of 75 mm and a maximum
of 15% passing a No. 200 mesh sieve when tested in accordance
with ASTM D1140. Material shall be approved by OWNER, prior
to use.
- The moisture content at the time of placing shall not vary more
than plus or minus 4 percent from the optimum moisture content
established by test method C as defined in ASTM D 1557.
- Material with a higher moisture content than required for the
specified compaction shall be spread on a dry area designated by
the OWNER and disc harrowed to reduce the moisture content by
evaporation. Material with lower moisture content than that
required for the specified compaction shall be spread and
sprinkled with water, then disc harrowed until the required
moisture content is attained.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

2) On Site Sand and Silty Sand or Clay Fill (Type B)

- Sand and silty sand obtained at the site shall be free of

organic matter, rubbish, debris or other unsuitable materials and
having no more than 40 percent of the material passing a No.
200 mesh sieve. For clay fill it shall be free of all debris and
shall be inactive clay with plasticity index between 10 and
20 and liquid limit 30 or less. Fill materials shall not contain
particles larger than 75 mm. This fill material can be used for
load bearing purposes and around major structures.

- The moisture content at the time of placing shall not vary more
than plus or minus 2 percent from the optimum moisture
content.

3) On-Site General Fill (Type C)

- Any on site material not conforming to the requirements above

and free of muddy materials, organic matter, rubbish, debris or
other unsuitable materials shall be considered as general fill.
This fill material shall not be placed in areas supporting
foundations, embankments, or under roads and paving, it
shall be used in open areas for grading purposes only and be
subject to approval by the OWNER.

- The moisture content at the time of placing shall not vary more
than plus or minus 2 percent from the optimum moisture
content.

4) Crushed Stone (Type D)

- If shown on the drawing, crushed stone shall be obtained from

hard, durable and clean rocks and shall meet the following
gradation requirements:

SIEVE SIZE

PURPOSE 3in 1 1/2in 3/4in 1/2in 3/8in No.4 No.40 No.200

Natural gravel when processed to meet these gradation

requirements may be used subject to OWNER approval.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.12 Compaction

1) All areas to receive fill, foundations, embankments, roads and paving

shall be proof rolled and compacted to a minimum of 95% of the
maximum dry density determined by the modified proctor test (ASTM
D-1557) prior to fill or concrete placement. Any loose, soft or wet
areas shall be removed and replaced with compacted structural fill as
specified above.

2) All fill materials shall be placed in maximum 200 mm thick loose

horizontal lifts and compacted by suitable mechanical means.

3) All fill except the general fill shall be compacted to 95% of the
maximum dry density as determined by the modified proctor test
(ASTM D-1557), and the general fill shall be compacted to 90%.

4) Every effort shall be made to place backfill materials symmetrically

and in uniform layers to prevent unnecessary eccentric loading on a
structure or foundation.

5) No permanently exposed fill or embankment slopes shall be steeper

than two horizontal to one vertical.

6) To yield the required in-place densities of the various fill, test sections
shall be prepared at the site from which the best combination of
compaction equipment and number of apses shall be established.

7) Where a large number of lifts are required to complete a backfill

operation and the elapsed time between placements is large, the
surface of each lift shall be gently sloped to facilitate drainage and
prevent ponding on the fill.

8) For bedding of underground pipe, the trench shall be excavated 100

to 150 mm below the pipe and filled with granular soil material to a
height of at least the middle of the pipe. Backfill material placed in
an excavated trench shall be compacted with equipment, which will
produce the degree of compaction specified.
The amount of water used in compaction shall be limited to that
indicated by modified proctor tests, thorough soaking or flooding shall
not be allowed. Until a minimum cover of 300 mm is obtained over
pipes, only hand operated tamping equipment shall be used. Heavy
compacting equipment, however, shall not be used until the cover is
adequate to prevent injury to the pipe.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.13 Fill and compaction Control

A licensed soils testing firm retained by the Sub-Contractor and approved by

OWNER shall be responsible for testing on site and any imported fill to insure
conformance with required gradation, consistency and density, and in
addition, shall inspect existing areas, cut areas and fill areas in order to
specify proof rolling requirements.

The following minimum testing shall be performed:

1) Structural Fill

One standard sieve analysis and one modified proctor test with
corresponding proctor curve shall be performed on every 2,000 cubic
meters. If there is a large variation in analysis, more frequent tests
shall be made.

2) On Site General Fill

One standard sieve analysis and one modified proctor test shall be
made for every 2,000 cubic meters of general fill.

3) In Place Density and Moisture content Testing

As a minimum the following in place density and moisture content

testing on compacted fill shall be performed:

- Under and around equipment foundations - one every 100

cubic meters.

- Under area paving - one every 200 cubic meters.

- Road base and sub-base - one every 100 cubic meters.

- Embankment - one every 500 cubic meters.

As a minimum, at least one set of these density tests must be

performed on every lift of fill and further placement shall not be
allowed until the required density is achieved. The number of tests
shall be increased if a visual inspection determines that the moisture
content is not uniform or if the compacting effort is variable and not
considered sufficient to attain the specified density. All tests must be
done to the satisfaction of the OWNER.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

4) Inspection

The contractor as a full time inspector shall retain a licensed

soil-testing firm during the site prep program. The following are the
requirements to be met by the earth-moving inspector.

- The inspector shall have all the tools and equipment to

perform the required tests "one site", preferably in his own
trailer.

- The inspector shall be a qualified soils engineer and fully

aware of all aspects and requirements of the site preparation
work.
- The inspector shall be present during earth moving
operations.

- The OWNER shall have the authority to stop or reject fill

operations if they do not conform to the specifications or
drawings.

- The inspector shall approve excavated "on site" materials as

acceptable or unacceptable for fill base on the specifications.

- The inspector shall submit biweekly reports, which shall

include all test logs and comments. In place density test logs
shall indicate location by coordinates, elevation, and moisture
content. Note moisture content will be meaningful only if
taken immediately after compaction.

5) Equipment and Testing Procedures

- "Modified Proctor" shall be done in accordance with ASTM

Designation D-1557.

- "Sieve Analysis" shall be done in accordance with ASTM

Designation D-422.

- Liquid Limit, Plastic limit and plasticity index shall be

determined in accordance with ASTM Designation D-4318.

- In place density shall be done in accordance with ASTM

D-2922.
- Moisture content shall be done in accordance with ASTM
D-3017.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.15 Erosion Control

5.15.1 Permanent Works

1) Drainage ditches, culverts and other surfaces composed of credible

materials shall be provided with slope protection. Generally, the
protection will from an impervious layer constructed in or on designated
surfaces and may have at its bottom and ends, anti-scour devices, such
as toe walls.

2) Where above grade earth fire walls or dikes are required, slopes shall
be protected against erosion upon completion of finish grading by
sodding or other controlled growth low vegetation or by applying a
coat of liquid asphalt to the surface, as indicated below:

- Tightly bonded surfaces:

1.4 liter/square meter of MC-30

- Loosely bonded fine-grained surfaces:

2.3 liter/square meter of MC-70 or SC-70

- Loosely bonded coarse-grained surfaces:

3.6 Liter/square meter of MC-250 or SC-250

5.16 Temporary Works

1) The Sub-Contractor shall also provide temporary control measures to

control soil erosion and water pollution. The Sub-Contractor shall
conduct his operations in a manner to minimize erosion of soils and to
prevent silting and muddying of streams, impoundments and land
adjacent to or affected by the work, in compliance with all applicable
ordinances.

2) Various preventive and protective measures shall be implemented

following the standards for soil erosion and sediment control. These
measures may include the following:

Temporary Sediment Control Pond

Temporary Drainage Ditches
Sediment Barriers
Slope Stabilization
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

5.17 Storm Drainage Trenching, Excavation and Backfill

1) Excavation and Trenching

Trench excavation for underground pipes shall be performed to the

alignment, depths and sections indicated on the contract drawings.

- Adequate measures shall be taken to prevent slips, cave-ins

and slides. Storing excavated or other material within 600
mm of the edge of the excavation will not be allowed.

- The trench bottom surface shall provide a firm and uniform

foundation. If soft or unsuitable material, such as muck, peat
or similar material is encountered at the bottom of the trench,
the unsuitable material shall be removed to a width and depth
as needed and to be replaced with select material and
compacted as specified.

2) Materials

- Suitable fill material shall be obtained from required

excavation and trenching on site, supplemented by borrow
from off-site sources where necessary. Suitable fill material
shall meet the requirements as specified in this specification.

- Materials unsuitable for use in any fills for any utility subgrade
shall include organic silt, peat, trash, debris, garbage, rubbish
and vegetative materials.

3) Backfill, Placement and Compaction

Trenches shall be backfilled immediately after the pipes have been

laid and inspected. Backfill to a height of 600 mm above the top of
pipe shall be with a compatible material free from stones larger than
50 mm, chunks of highly plastic clay, organic materials or other
deleterious material. backfill shall be placed in layers not more than
150 mm thick and shall be thoroughly compacted.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

4) Quality Control

Field density tests shall be performed to assure that the specified

degree of compaction has been attained, field density test shall be
performed after compaction in the accordance with the procedures
specified in ASTM designation D-2922.

5.18 Storm Drainage Piping and Structures

1) Materials

- Storm sewers and culverts shall be reinforced concrete pipe

(RCP) and shall conform to ASTM C76, class III unless shown
otherwise on the contract drawings.

- Rubber gaskets for joints shall conform to the requirements of

ASTM C443.

- Precast concrete sections for manholes shall be in

accordance with ASTM C478.

- Frames, grates, and covers shall be gray iron casting

conforming with ASTM A48, class 30 and to the type and
dimensions shown on the contract drawings.

- Concrete for cast in place manhole bases, inlets and

headwalls shall conform to project specification.
- Reinforcing steel and placement shall conform to PCGP1106
and shall conform to the size and dimensions shown on the
contract drawings.

- Corrugated metal pipe and pipe arches shall be zinc coated

iron or steel sheets which shall conform to ASTM A444,
dimensions and thicknesses shall conform to AASHTO M36,
pipe size, coating and gage shall be as shown on the contract
drawings.

- Paving of inverts, bituminous coating or bituminous lining for

corrugated metal pipe shall be in accordance with the
provisions of AASHTO M190, type A coupling band for coated
pipes, shall also receive a protective coating.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

2) Installation

- Excavation and Backfill

Excavation, bedding and backfill for piping and structures shall

be in accordance with this specification.

3) Piping

- All pipes shall be installed in dry trenches. Pipes and fittings

shall be carefully inspected before placing in the trench.
Defective material shall not be used and shall be removed
from the site.

- Pipe shall be cleaned as it is laid and kept clean of all

sediment and debris. Pipe shall be set firmly according to
line and grade. Pipe shall be carefully centred.

4) Structures

- Installation of cast in place structures shall be in accordance

with this specification.

- Precast concrete units for manholes shall be assembled to

form a uniform watertight joint by employing a round rubber
gasket, self-centring when assembled.

5.19 Quality Control

During the course of the work, the contractor shall perform such tests as are
required to insure proper alignment and inverts of pipes.
KASELTENG 2 CFSPP(2x100MW)
Title : Construction Procedure for Earth Work Rev.0

6.0 Attachment

6.1 Excavation Inspection Report ----- 06049D-IR-CI-001

6.2 Field Density Test Report ----- 06049D-IR-CI-002.
6.3 Backfill Inspection Report ----- 06049D-IR-CI-003.
6.4 Compaction Test Report (A) ----- 06049D-IR-CI-004.
6.5 Compaction Test Report (B) ----- 06049D-IR-CI-005.
6.6 Particle Analysis of Soils Test (A) ----- 06049D-IR-CI-006.
6.7 Particle Analysis of Soils Test Record (B) ----- 06049D-IR-CI-007.
6.8 Atterberg Limit Test Record ----- 06049D-IR-CI-008.
6.9 Plate Bearing Ration Test Record ----- 06049D-IR-CI-009.
6.10 Plate Bearing Capacity Test Chart ----- 06049D-IR-CI-010.
Attachment.1

Page of
EXCAVATION INSPECTION REPORT
Date :

Project / No. : Report No.

Location : Item
DWG No. : Sub-Con. Name :
(Rev. No.) :

Check
Item to be Checked : Date
Sat Unsat

1. The work site is cleared.

2. All grass and weeds including roots are stripped

and removed.

3. Excavation is performed to the lines grades and

slopes as drawing.

4. Slopes of all excavations are cut true and

straight and loose stone and boulders are
removed in area.

5. Excavation is made below the elevation level

indicated on the design drawing.

6. Excavation is kept free of water at all times until

completion of construction or backfilling.

7. Finish all surfaces of drainage ditches, including

the free of all slopes to a reasonably smooth
and compact.

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner
Sign/Date

Form No. : 06049D-IR-CI-001

Attachment.2

Page of
FIELD DENSITY TEST REPORT Date :

Project / No. : Report No. :

Location : Item :
DWG No. : Sub-Con. Name :
(Rev. No.) :

No. Item to be checked Unit Result

A. Density sand unit wt.
B. Wt. of sand in template and cone
Volume of Hole
C.
1. Initial wt. of app. & material
2. Final wt. of app. & material
3. Wt. of material released (1-2)
4. Wt. of sand in hole (3-B)
5. Volume of hole (4-A)

Water Content Determination

D.
1. Wt. of wet soil + tare
2. Wt. of wet soil + tare
3. Wt. of water (1-2)
4. Wt. of tare
5. Wt. of dry soil (2-4)
6. Water content (3/5)% 100
7. Average water content
8. Optimum water content

E. Unit weight determination

1. Type of material
2. Weight wet soil & tare
3. Weight of tare
4. Weight wet soil (2-3)
5. Wet unit weight (4-2)
6. Dry unit wt. 20 x (100/100 + 0.7)
7. Lab. max dry unit wt.
8. % compaction (6/7) x 100
9/ Required % compaction

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-002

Attachment.3

Page of
BACKFILL INSPECTION REPORT
Date :

Project / No. : Report No.

Location : Item
DWG No. : Sub-Con. Name :
(Rev. No.) :

A. Description & Location :

B. Items to be Checked Check
Date
Sat Unsat

1. Materials for backfill are suitable and approved.

2. No boulders and rock fragments are included.

3. The thickness per lay is tolerable.

4. Adequate water sprayed when compacting.

5. Samples for field density test are taken on test

per 100 square meter.

6. Test result of field density is above 90% for

fill or required by contract drawings

7. Recompact all failed area and test.

8. Obtain max. dry density according to the relevant

specification.

9. Ensure that all details be recorded on the

as-built drawings and that section be fully
documented by Q/C division.

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-003

Attachment.4

Page of
COMPACTION TEST REPORT (A) Date :

Project / No. : R
Location : Item
DWG No. : Sub-Con. Name :
(Rev. No.) :

Test No. : Natural Water Content : %

Description of Soil Sample Depth : Liquid Limit : %
Location : Date Plasticity In %
Boring No. : Compacti od : Classification :
Sample No. : Hight of Drop : cm
Blows Per Layer : Weight of Rammer : kg
Tested By :
3
Volume of Mould : m Diameter of Mould : cm

Compaction Test

Test No. 1 2 3 4 5 6 7
Wt. of wet soil + mould g
Wt. of mould g
Wt. of wet soil g
3
Wt. density g/cm
3
Dry density g/cm
Water Content
Container No.
Wt. of wet soil + container g
Wt. of dry soil + container g
Wt. of water g
Wt. of container g
Wt. of dry soil g
Water content %
Average water content %

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-004

Attachment.5

Page of
COMPACTION TEST REPORT (B) Date :

Project / No. : Report No. :

Location : Item :
DWG No. : Sub-Con. Name :
(Rev. No.) :

Test No. : Sample No. :

Description of Sample : Depth of Sample :

Dry
Density
3
Kg/cm

Moisture Content Z%

Type of compaction
No. of layers No. of blows Wt. of remmer kg
Mould cm
Maximum dry density g/cm3
Optimum Moisture Content % dry weight

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-005

Attachment.6

Page of
PARTICLE ANALYSIS OF SOILS TEST (A) Date :

Project / No. : Report No. :

Location : Item :
DWG No. : Sub-Con. Name :
(Rev. No.) :

1. Sieve Analysis
Sieve No. Cont. No. Cont+Soil Cont. Wt. Soil Wt. Percent Cumulative Cumulative Corrected
Wt. Retained Retained Percent Passing Cumn. Percent
Retained Percent Passing

2"
1∼1/2"
1"
3 / 4"
3 / 8"
No. 10
No. 20
No. 40
No. 60
No. 140
No. 200
Pan

2. Moisture Content of Air-Dried Sample

No. 1 No. 2 No. 3 Average Moisture Content

WT DW WT DW WT DW
DW TW DW TW DW TW
WW WS WW WS WW WS
W: W: W:

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-006

Attachment.7

Page of
PARTICLE ANALYSIS OF SOILS TEST RECORD (B)
Date :

Project / No. : Report No. :

Location : Item :
DWG No. : Sub-Con. Name :
(Rev. No.) :

3. Hydrometer Analysis
Elapsed Hydro. Eff. 30W Dia of ⓐ Fine Corrected
Temp
Time Reading Depth L/T L/T x 980 Particle F Percent Percent
(℃) R+F
(min) Read R (L) CGs-G1 (D) ⓐxM (PxP2,0)
1

15

30

60

250

1440

Remark S.G + Soil Temp. Correction Factor

M = 100 x Gs
WS/V Gs-G1 P2,0

W + of Air Dried SampleMeniscus Correction Factor

W= Ws = 1000W
100+W

Prepared By Witnessed By Approved By

Sub-Con. Sign/Date Contractor Sign/Date Owner Sign/Date

Form No. : 06049D-IR-CI-007

Attachment.8

Form No. : 06049D-IR-CI-008

Attachment.9

Form No. : 06049D-IR-CI-009

Attachment.10

Form No. : 06049D-IR-CI-010