tje-c-sp-001

DOCUMENT NO. TJE-C-SP-001

0 29 08 11 JK ISSUED FOR COMMENTS AF RDC

Rev. Date Prep. By. Description Review By. Approved By.

SITE PREPARATION, GRADING & FENCING

STANDARD SPECIFICATIONCIVIL ENGINEERING

This document contains information proprietary to PT. TJE. And shall not be reproduced or transferred to other documents or disclosed to others or used for any purpose other than that for which it is furnished without prior written permission of PT. TJE.

PT. TRI JAYA ENERGY Revision : 1 Date : 26/08/2011 Page : 2 of 14

TABLE OF CONTENT

1 SCOPE

2 APPLICABLE STANDARDS

3 GENERAL REQUIREMENTS

4 GROUND PREPARATION

5 DRAINAGE

6 ACCESS ROADS

7 FENCING



1. SCOPE This Specification, together with the referenced standards, covers the

requirements for production facility site preparation, grading and fencing in all

COMPANY concession areas. This Specification will apply to site clearance,

grubbing, excavation, filling, fencing and associated earthworks required forming

a sound foundation for process plant facilities.

2. APPLICABLE STANDARDS The following standards (latest edition) shall form a part of this specification: ASTM D-698 Tests for Moisture Density Relations of Soils. ASTM D-1557 Tests for Moisture Density Relations of Soils (may be applied

instead of D-698 in the text).

ASTM D-2049 Relative Density of Cohensionless Soils.

ASTM D-2167 Tests for density of soil In-place by the Rubber Balloon Method.

ASTM D-2487 Classification of Soils for Engineering Purposes.

ASTM D-2922 Test for Density of Soil and Soil Aggregate In-place by Nuclear

Methods (Shallow Depth).

ASTM D-422 Particle Size Analysis of Soils.

ASTM D-424 Test for Plastic Limit and Plasticity Index for Soils.

Company Specification

TJE-C-SP-002 Design and Construction of Plants Road

TJE-C-SP-011 Landscaping



3. GENERAL REQUIREMENTS 3.1. It is contractor direct responsibility to COMPANY to ensure that whoever

performs the work follows all the provisions set out herein. In the event

that any of these provisions are impractical, it is CONTRACTOR's

responsibility to immediately bring this to COMPANY's notice, in which

case, CONTRACTOR should not proceed in the immediate area concerned

without receiving instructions from the COMPANY.

3.2. Meeting of all standards specified herein shall be verified at CONTRACTOR's expense by written documentation from an independent

third party authority previously approved by COMPANY.

4. GROUND PREPARATION 5.1. Swamp and Tidal Areas

4.1.1. The Site The site is defined as the area shown on the drawings pertinent to the project and included in the bid documents shall be prepared, set out and staked to COMPANY approval, plus a perimeter strip 6 meters wide surrounding this area.

4.1.2. Clearing The site shall be cleared by cutting the fronds off at ground level over the site and removing them from the area. Other areas designated, as swamp shall have the vegetation cut to within 500 mm of ground level over the site and removed. No disturbance of the topsoil shall be permitted within the site area and up to 6 meters outside, either by use as a construction road or any other means.

4.1.3. Drain and Bund A drainage ditch shall be excavated around the site. The selected excavated material shall be used to construct a bund around the staked area. The bund shall be built up in compacted layers, the first layer approximately 300 mm above the water line and the subsequent layers not exceeding 200 mm maximum thickness for each lift to form a nearly water tight retaining wall. Minimum width at the top shall be 1 meter and maximum side slopes shall not be steeper than 3:1.



4.1.4. Excess Materials Excess materials shall be removed from the site, and disposed of by the CONTRACTOR at a site approved by the COMPANY.

4.1.5. Fill Material Fill material shall contain nil percent smaller than No. 100 mesh sieve size. The purpose of using granular fill is to allow easy water drainage from the area and limit overall ground loading in the subsoil. More granular materials up to a maximum size of 50 mm may also be used. Material excavated from the site shall not be used as fill material.

4.1.6. Filling The construction access to the area to be filled shall be prepared by filling with a front-end loader of low ground pressure characteristics, at most 55 kPa (0.56 kg/cm2, 8 psi). The area inside the bund shall then be uniformly covered with 800 mm of fill by the same method causing minimum disturbance to the topsoil. Compaction of this first layer should be limited to that obtained by running a tracked vehicle over the whole area. Care shall be taken to ensure that the lower layers of fill are placed and compacted using only that amount of comp active effort necessary to create a bridge over the weaker soils. As the fill height is increased, the comp active effort may be increased to attain the desired density in the upper layers of fill. Subsequent fill should be applied in layers of 200 mm and compacted using a rubber tired vehicle, such as a loader. Over 1.0 m depth, compaction will be obtained by uniformly running the rubber tired vehicle over the whole area until a compaction is obtained of 95% of maximum dry density. Determined by the standard Proctor Compaction test described by ASTM D-698, or a minimum of at least 70% relative density as determined by ASTM D-2049. The latter method is more suitable for materials containing minimum fines. Maximum dry density of clays should be determined by the Proctor test.

5.2. Jungle Covered High Ground Areas 5.2.1. Clearing

Clearing shall consist of the trimming, and cutting of trees into sections, and the satisfactory disposal of the trees and other vegetation designed for removal, including down timber, snags,



brush, and rubbish occurring within the limits of clearing and grubbing, as indicated on the Project Drawings. Trees, stumps, roots, brush, and other vegetation in areas to be cleared shall be cut-off flush with or below the original ground surface. Clearing shall also include the removal and disposal of structures that obtrude, encroach upon, or otherwise obstruct the work.

5.2.2. Grubbing Grubbing shall consist of the removal and disposal of stumps, roots larger than 3 inches in diameter, and matted roots from the designated grubbing areas. This material, logs and other organic or metallic debris not suitable for foundation purposes. Shall be excavated and removed to a depth of not less than 18 inches below the original surface level of the ground within the limits to be cleared and grubbed, as indicated on the Project Drawings. Depressions made by grubbing shall be filled with suitable on site material and compacted to an equivalent density similar to existing sub grade. All depressions shall be back filled approximately to the original grade. The disposal of all cleared and grubbed material shall be to a location approved by COMPANY.

5.2.3. Excavation CONTRACTOR must make acknowledgement, acceptance and due consideration of the soil conditions of the site. All excavation work shall be carried out in conformity with the line, grades, sections, and dimensions shown on the drawings. All suitable material removed by excavating shall be used as far, as is practicable in the formation of road embankments, dikes, backfill, bunds, shoulders, etc. Unsuitable material, which may include sub grade soil, shall be disposed of at location approved by COMPANY. In areas of poor soil, it may be required that additional muck and overburden be removed to ensure proper stability before any fill is placed. Fill shall not be placed in any area where it is deemed that the final stability of the earth fill will be impaired. Slopes of all excavations shall be cut true and straight and all loose stones in the slopes shall be removed. In no case shall a slope be steeper than 1:3 unless specifically shown otherwise on the Drawings.



5.2.4. Preparation for Filling Filled areas shall be compacted according to Section 4.2.7. If fill material is clayey, the site shall first be scarified to a depth of 150 mm. After compaction, the site shall be proof rolled with two passes of a rubber tired roller having a minimum contact pressure of 200 kPa (2.1 kg/cm2, 30 psi). The roller should travel between 3 km/hr and 9 km/hr (2 mph to 6 mph). All areas that rut or do not compact during proof rolling shall be stabilized by additional compaction or by removal of unsuitable material and replaced with properly compacted backfill.

5.2.5. Fill Material Fill material to raise the finished grade level shall be suitable excavated material or granular with a maximum dimension of stone or rock fragments of 50 mm and nil percent smaller than No. 100 mesh sieve size.

5.2.6. Placing of Fill Material The placing of fill may be commenced only after the area to be filled has been inspected and approved by COMPANY. All fill shall be compacted properly in separate layers not exceeding 200 mm in thickness and compacted with equipment travelling in a uniform manner across the entire area of the fill. Each layer shall meet the compaction requirements before the next layer is placed. See Section 4.2.7 for compaction of the fill. For the stability of all fill embankments the maximum side slopes shall not be steeper than 3 : 1, and if required shall be protected against erosion by using ground cover vegetation as stipulated in specification TJE-C-SP-011. Where underground piping has to be embedded in fill, this fill shall be placed first and compacted to a height of 300 mm above the top of the pipes, following which, all pipes shall be laid in excavated trenches, and backfilled again. All piping shall be completely surrounded by a 150 mm minimum cover of sand prior to backfilling with any other specified type of fill.

5.2.7. Compaction Before starting the formation of filling, the CONTRACTOR shall conduct trials for compaction, using suitable fill material and the same equipment proposed for the main work. To determine the optimum moisture content and the relationship between the number of passes of compacting equipment and density obtained for the soil types under the trial. COMPANY shall approve the trial results.



All areas of the site shall satisfy the compaction requirements set out below. If additional compaction is required on original grade, or in areas of excavation, then these areas shall be compacted and filled with granular material. Sandy clay and cohesive soils as defined herein shall be placed and compacted to at least 95 percent of the Standard Proctor maximum density determined in accordance with method A of ASTM D-698. Granular soils shall be compacted to an in-situ density of at least 70 percent relative density, as defined in ASTM D-2049. At least one density test shall be made for every 500 cubic meters (or part thereof) of each classification of compacted fill deposited. Controlled placement of soils containing less than 15 percent fines in normally better accomplished using the relative density method. Maximum dry density of clays should be determined by the Standard Proctor test. A minimum of one grain size analysis shall be performed for each significant change in material being used. Care shall be taken to ensure that the lower layers of fill are placed and compacted using only that amount of comp active effort necessary to create a bridge over the weaker soils. As the fill height is increased, the comp active effort may be increased to attain the desired density in the upper layers of fill.

5.2.8. Tank Farms Dikes Tank farm's dikes shall be constructed as per item 4.2, and in conformity with the lines, grade, and sections indicated on the project drawings. Unless otherwise specified, the minimum width at the top of dikes shall be 1.2 meters with a slope not steeper than 3:1, and protected from erosion using ground cover vegetation as per TJE-C-SP-011 (Landscaping).



5. DRAINAGE 5.1. The project site shall be rough graded to the elevations indicated on the

Project Drawings after clearing; grubbing and filling operations are

completed. The whole site shall be maintained in such a manor that it will

properly drain at all times, including construction of all necessary

temporary outlet ditches, dams, or diversion channels.

5.2. Ditches shall be cut to the lines, grades and sections indicated on the Project Drawingsto provide for proper drainage of the site.

5.3. All drain culverts and conduits indicated on the Project Drawings shall be installed, bedded and backfilled. Normally culverts are constructed before

the foundation of the embankment. Bedding shall conform to the

requirements given below for Class A, B, C or D bedding as indicated on

the Project Drawings. If bedding class is not shown, use Class C bedding.

5.3.1. For Class A bedding, the lower part of the pipe exterior shall be bedded in a continuous cradle of 2,000 psi or 140 kg/cm2 concrete.

Having a minimum thickness under the pipe of one-forth the

nominal inside diameter and extending up the sides of the pipe for

a height equal to one-forth of the inside diameter. The cradle shall

have a width at least equal to outside diameter of the barrel of the

pipe plus 200 mm and shall be constructed monolithically without

horizontal construction joints.

5.3.2. For Class B bedding, the pipe shall be carefully placed on a minimum 100 mm thickness of the granular material, over an earth

foundation shaped to conform to the lower part of the pipe exterior

for a width of at least 60 percent of its external diameter.

Compatible soil materials shall be placed and compacted in 150

mm layers to fill completely all places under and adjacent to the

pipe for a distance of at least 300 mm above the top of the pipe.

5.3.3. For Class C bedding, the pipe shall be bedded with "ordinary" care in an earth foundation shaped to fit the lower part of the pipe

exterior for a width of at least one-half its external diameter.

Granular material shall be placed and tamped to the level of the top



of the pipe, so that all spaces under and adjacent to the pipe are

filled and compacted.

5.3.4. For Class D bedding, no special care is required in shaping the bed or backfilling, except the fill shall be in contact with the pipe at all

points.

5.4. Culvert material, length and invert elevations shall be as indicated on the Project Drawings. Unless otherwise specified, the culvert material will be

16 gage corrugated metal pipe fully coated outside and inside with asphalt

coatings and have a minimum diameter of 60 cm.

5.5. Concrete work related to drainage system other than special bedding requirement for culverts is included under specification TJE-C-SP-014.

5.6. After major construction work is completed for the Project, final grading will be required to insure that grades are in agreement with the Project

Drawings. Surface irregularities resulting from construction activities shall

be repaired, fill added, and ditches dressed as required, insuring proper

drainage of the site.



6. ACCESS ROAD

When the installation work at the facility is complete, CONTRACTOR shall

provide for leveling, cleaning and recompacting the access roads inside and

outside the facility. Pavement for roads, if required, is included under

specification TJE-C-SP-002.



7. FENCING 7.1. Material

7.1.1. Fencing shall be 7'0" overall height, with three (3) strands of barbed wire facing to the outside.

7.1.2. Fabric shall be 72" chain link steel wire galvanized by the hot-dip process after weaving. Weight of galvanizing shall be 1.2 oz. of zinc

per square foot of area in accordance with ASTM A-392, Class 1

Wire for fabric shall be No. 9 gage woven in a 2" mesh. Top and

bottom salvages shall have a twisted and barbed finishing.

7.1.3. Line posts shall be galvanized 2_" O.D. standard weight pipe (schedule 40). Line posts shall be spaced not more than 10'-0" apart

in the line of the fence.

7.1.4. End, corner, angle, and pull posts shall be 2_" O.D. standard weight galvanized tubular pipe (schedule 40).

7.1.5. Swing gateposts shall be galvanized standard weight pipe. Size to vary as follow:

Gate Leaf Width Post Size

Up to and including 4' 2 3/8" OD

Over 4' to 10' 2 7/8" OD

Over 10' to 18' 4" OD

7.1.6. Slide gateposts shall be minimum 4" O.D. standard weight tubular pipe. Single or double post construction shall be used depending on

overhead clearance and opening size. Larger posts shall be used

where required by pressure loading.

7.1.7. Setting of posts shall be in concrete, finished above grade, crowned at top to shed water. Hole sizes to vary with the post

type.

Line Post 10" diameter 3' deep

Terminal Post 12" diameter 3' deep

Gate Post 24" diameter 4' deep

7.1.8. Holes shall be deeper than post to provide a minimum 3" depth of concrete below the post.



7.1.9. Extension arms shall be of pressed steel, hot-dip galvanized. End and corner posts, shall be set with heavy malleable iron or pressed

steel arms. Each arm shall carry three (3) barbed wires securely

fastened. Topmost barbed wire shall be 12" above the fabric and

12" in from the fence line.

7.1.10. Top rail shall be hot-dip galvanized; 1_" O.D. standard weight tubular steel pipe.

7.1.11. Expansion rail couplings shall be provided when required. The top rail shall pass through the extension arm base and shall form a

continuous brace from end to end of each stretch of fence. The top

rail shall be securely fastened to end, gate, and corner posts by

suitable galvanized connections.

7.1.12. Braces shall be hot-dip galvanized. Horizontal braces shall be furnished for end, gate and corner posts. The brace material shall

be the same as the top rail.

7.1.13. Braces shall be spaced midway between the top rail and the ground and shall extend to the first line post.

7.1.14. Braces shall be securely fastened to the posts by galvanized pressed steel connections, then trussed from the line post back to

the end, gate or corner posts with _" diameter galvanized rods with

turnbuckles.

7.1.15. Fittings shall be hot-dip galvanized. All fittings shall be malleable cast iron or pressed steel.

7.1.16. Barbed wire shall be three (3) lines of 4 point pattern each composed of two (2) strands of No. 12 gage wire, galvanized

after weaving. Wire shall meet requirements of ASTM A-121, Class

III.

7.1.17. Gates shall have frames fabricated from pipe of adequate size and thickness properly braced and trussed to prevent excessive sag for

the opening sizes indicated. Slide gates, if required, shall be

furnished with heavy duty rollers. Double swing gates shall have a

ground latch to prevent wind from springing the standard latch.



Standard latches capable of locking shall be furnished for all gates.

7.2. Installation 7.2.1. Finished fences shall be in proper alignment, with posts plumb and

all wire work properly tensioned. Care shall be exercised to equalize

the tension on each side of the posts. All corner, end, and

gateposts shall be diagonally braced in an approved manner.

7.2.2. Posts shall be checked before the concrete is set to insure the alignment has been maintained. Bracing for all ends, corner and

gateposts shall be secured in place before posts are subjected to

strain.

7.2.3. Stretches of fence more than 10.0 ft. in length shall have a pull post with braces midway between the stretch provided.

7.2.4. All changes in direction of 30 and over shall be considered as a corner.

7.2.5. Pull post shall be used where there is an abrupt change in the grade.

7.2.6. Two truss rods shall be used at each braced section, one from the top brace to the brace at the fabric mid-point and one from the mid-

point brace to the ground at the terminal post.

7.2.7. Electrical grounding of fences, where required, will be by others.

tje-c-sp-001

Documents

astm d

company specification

density of soil

applicable standards

classification of soils

prior written permission

ground preparation

referenced standards