Abu Dhabi Oil Refining Company SITE PREPARATION DGS-CU-003 Rev-2 Mar 2009 Takreer DGS-CU-003-Rev-2 Mar-2009 Printed 13-May-09 12:57:56 Initials Page 1 of 33 SITE PREPARATION Amendment History 2 Mar-09 AMD-CU-003-002-BECHTEL Clause 2,4,9,11,12,20,24,26,38 FK QAM Mar-09 1 Dec-07 AMD-CU-002-001-ETSD Clause 1to4,6,8 to 39 AB QAM Dec-07 No Date Amendment Description Proposed Approved Incorporated DGS History 2 Mar 2009 DGS-CU-003-Rev-2 AMD-CU-003-002-BECHTEL FK/DDC QAM/MAY 1 Oct 2007 DGS-CU-003-Rev-1 AMD-CU-003-001-ETSD AB/DDC QAM/MAY 0 Mar 2006 DGS-CU-003-Rev-0 Previous Project / Lessons Learnt Incorporated AB/DDC ETSDM / EPDM No Date Description Source Reviewed Approved DGS-CU-003-Rev-2
This specification covers the requirements for the site preparation work.
1.2 PURPOSE The purpose of this specification is to define the requirements for materials, construction, installation and testing in the site preparation contract, including but not limited to, the fol-lowing areas:
• Demolition and removal • Site clearing and grubbing • Construction staking • Stripping of top soil • Material Compliance • Treatment of underground cavities • Fencing, Gates and access control • Excavation • Dewatering and Drainage • Fill and Compaction • Inspection and Testing • Grading • Storm Drainage • Rip Rap • Gravel Surface (Base Course for Roads) • Concrete structures • Protection of Property and Personnel • Erosion and Sedimentation Control • Dust Control • Cleanup
1.3 DEFINITIONS For the purposes of this specification, the following definitions shall apply:
General Definitions: COMPANY – The Abu Dhabi Oil Refining Company (TAKREER)
CONTRACTOR – The party that carries out all or part of the design, engineering, pro-curement, construction, commissioning or management of the project.
SUBCONTRACTOR – Firm, partnership, corporation engaged by the CONTRACTOR for supplying services to CONTRACTOR
MANUFACTURER – The service organization which actually manufactures the material /product.
CONTRACT DOCUMENTS – The complete set of documents, including specifications and drawings, that defines the specific obligation and rights of the parties involved in the accomplishment of the work covered by this specification. CONCESSION REQUEST — A deviation requested by the CONTRACTOR or VENDOR, usually after receiving the contract package or purchase order. Often, it refers to an au-thorization to use, repair, recondition, reclaim, or release materials, components or equip-ment already in progress or completely manufactured but which does not meet or comply with COMPANY requirements. A Concession Request is subject to COMPANY approval.
SHALL — Indicates a mandatory requirement.
SHOULD — Use of the word “should” indicates a strong recommendation to comply with the requirements of this document.
Specific Definitions: GEOTECHNICAL ENGINEER — A qualified GEOTECHNICAL ENGINEER retained by the CONTRACTOR who shall be responsible for evaluation of the suitability of the soil ma-terials involved in the work and for verification of the compliance of the soil related work with the requirements of the project soils report and the specifications.
SUITABLE MATERIALS — Materials excavated from the site or imported from outside that are in conformance with the specifications and are approved by the COMPANY and the GEOTECHNICAL ENGINEER for their intended use. Additionally, they shall be free from refuse, large stones or rocks, or other material which might prevent proper compac-tion or cause the compacted fill or embankment to perform inadequately or to have insuffi-cient stability or bearing capacity for the superimposed loads to which it is likely to be sub-jected. Imported backfill material shall have a maximum allowable chloride content of 1% and a maximum allowable sulfate content of 3.5%.
UNSUITABLE MATERIALS — shall mean other than Suitable Materials and shall among others include:
• Particles in excess of 75 mm size • Poorly graded or single sized material • Peat, logs, stumps and perishable materials. • Materials, which are contaminated or susceptible to spontaneous combustion. • Material with undefined properties • Materials having a moisture content greater than the maximum specified • Building rubber and domestic and industrial wastes • Soils and rock susceptible to deterioration/change of their properties • Gypsum, and dredged materials
1.4 SOIL INFORMATION The CONTRACTOR shall be deemed to have visited the Site of Works and carried out any investigation he feels necessary to ensure complete familiarity with all conditions which may affect his work.
COMPANY will make available, for review, any soil investigation reports on, or adjacent, to the Site, which have been previously produced. COMPANY will accept no responsibility as to the accuracy of the contents of any such reports.
2.0 CODES AND STANDARDS It shall be the CONTRACTOR’S responsibility to be, or to become, knowledgeable of the requirements of the referenced Codes and Standards.
Where there are conflicts between the requirements of different Codes and Standards the most stringent criteria shall apply, subject to approval of the COMPANY.
Alternate codes and standards meeting the requirements of the referenced standards and codes may be used with approval of the COMPANY
The following codes and standards, to the extent specified herein, form a part of this specification. When an edition date is not indicated for a code or standard, the latest edi-tion in force at the time of Contract award shall apply.
American Society for Testing and Materials (ASTM) Standards:
ASTM C40 Test Method for Organic Impurities in Fine Aggregates for Conc.
ASTM C131 Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine
ASTM D422 Standard Test Method for Particle-Size Analysis of Soils
ASTM D638 Standard Test Method for Tensile Properties of Plastics
ASTM D1505 Standard Test Method for Density for Plastics by the Density-Gradient Technique
ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method
ASTM D1557 Standard Test Method for Laboratory Compaction Characteristics of Soil using Modified Effort (56,000 ft-lb/ft3 (2700 kNm/m3))
ASTM D1883 Test Method for CBR (California Bearing Ratio) of Laboratory Com-pacted Soils.
ASTM D2216 Test Method for Laboratory Determination for Water (Moisture) Con-tent of Soil and Rock by Mass.
ASTM D2487 Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D2488 Practice for Description and Identification of Soils (Visual-Manual Procedure)
ASTM D2940 Specification for Graded Aggregate Material for Base or Sub base for Highways or Airports
ASTM D2922 Test Method for Density of Soil and Soil-Aggregate in Place by Nu-clear Methods (Shallow Depth)
The COMPANY will accept no responsibility as to the accuracy of the contents of the Geo-technical Investigation & Topographic Survey reports Project Standard Drawings
STD-CU-00004 Tank/Bund wall Details
4.0 DOCUMENT PRECEDENCE The CONTRACTOR shall notify the COMPANY of any apparent conflict between this specification, the design drawings, the Codes and Standards and any other specifications noted herein. Resolution and/or interpretation precedence shall be obtained from the COMPANY in writing before proceeding with the design/ manufacture.
In case of conflict, the order of precedence shall be as :
• Design Drawings • Scope of Work, Engineering Narratives and Design Philosophies • Design General Specifications (DGS) • Standard Drawings • Industry Codes and Standards
5.0 SPECIFICATION DEVIATION/CONCESSION CONTROL Any technical deviations to this specification and its attachments shall be sought through CONCESSION REQUEST format. CONCESSION REQUESTS require COMPANY’S re-view/approval, prior to the proposed technical changes being implemented. Technical changes implemented prior to COMPANY approval are subject to rejection.
6.0 QUALITY ASSURANCE/QUALITY CONTROL CONTRACTOR’S proposed quality system shall fully satisfy all the elements of ISO 9001 - 2000“Quality Management Systems – Requirements” and ISO 9004 - 2000, “Quality Man-agement Systems – Guidelines for Performance Improvements”. The quality system shall provide for the planned and systematic control of all quality-related activities performed during design, development, production, and installation or servicing (as appropriate to the given system). Implementation of the system shall be in accordance with the CONTRAC-TOR’S Quality Manual and Project Specific Quality Plan, which shall both together with all
related/referenced procedures, be submitted to COMPANY for review, comment and ap-proval as required by purchase/contract documents.
7.0 DOCUMENTATION/SUBMITTALS 7.1 SUBMITTALS
The CONTRACTOR shall prepare and submit all reports, test results or documents re-quired by this specification to COMPANY within three (3) days after testing, unless speci-fied otherwise in this specification or by the COMPANY.
7.2 EXCAVATION SAFETY PLAN The CONTRACTOR shall submit an Excavation Safety Plan to COMPANY for review and approval prior to commencement of any earthworks. The plan shall indicate the systems, methods, and techniques to be used to ensure that excavation sidewalls shall be properly guarded to protect personnel, and existing facilities and structures in the vicinity of the work.
7.3 WATER CONTROL/DEWATERING PLAN The CONTRACTOR shall submit a Water Control/Dewatering Plan to COMPANY for re-view and approval prior to commencement of any earthworks. The plan shall indicate the methods and techniques to be used for control of water (both surface runoff and ground-water) during work and the intended discharge points and facilities. For Groundwater Control, see Dewatering and Drainage section of this project specification.
7.4 MATERIALS COMPLIANCE The CONTRACTOR shall submit an “Affidavit of Compliance” before beginning construc-tion. The affidavit shall confirm that all material meets the requirements of this Specifica-tion.
8.0 SURVEYING All layout and construction staking required for the work shall be performed by the CON-TRACTOR. The CONTRACTOR shall extend all lines and grades as required for the work from benchmarks and base lines acceptable to COMPANY.
The CONTRACTOR shall cooperate in preserving all control bench mark monuments and stakes, and other markers establishing lines, elevations, slopes, etc. The CONTRACTOR shall replace at no cost to the COMPANY to replace monuments, stakes, and other mark-ers, which he disturbs or destroys during the course of his work.
The COMPANY may check lines, grades, and locations established by the CONTRAC-TOR. The CONTRACTOR shall be responsible for the accuracy of his work.
9.0 WATER The groundwater or seawater obtainable in the site vicinity shall not be used for moisture conditioning of soils for compaction.
Water for moisture conditioning of soils shall be obtained form a source approved by the GEOTECHNICAL ENGINEER, and shall comply with the following:
10.0 EXISTING SERVICES AND FACILITIES Before beginning work, the CONTRACTOR shall ascertain the nature and location of all existing above and underground services and facilities on site and in adjacent areas by in-specting available plans or, if necessary, by hand excavation. The COMPANY will make available, for review, any existing layout drawings which cover the area of work. CON-TRACTOR shall be responsible for confirmation, or otherwise, of any such information given.
The CONTRACTOR shall take every precaution including providing temporary supports, bridging, shoring, and safety barriers to protect the existing services and facilities from damage or interference during construction. The CONTRACTOR’S precautions shall be subject to approval by the COMPANY.
The CONTRACTOR shall notify the COMPANY in writing if any previously unrecorded services or other objects are discovered before or during construction. The CONTRAC-TOR shall record and give to the COMPANY accurate description, dimensions, location, and elevations related to reference datum and other relevant details of such services.
A certificate or permit shall be obtained from the COMPANY, indicating that services have been cut off and made safe and specifying any services or other facilities adjacent to site including related safety aspects and measures which must be maintained during the exe-cution of the work. The CONTRACTOR shall confirm independently that service have in fact been cut off and made safe.
When the CONTRACTOR needs to block drainage paths during construction, he shall provide temporary or permanent alternate routing during construction and restore the drainage to the satisfaction of COMPANY when construction is complete.
When the CONTRACTOR accidentally damages existing structures or facilities, he shall repair or replace them at his expense to the satisfaction of COMPANY.
11.0 SITE CLEARING AND GRUBBING Site clearing shall include taking down or grubbing up and immediate removal from the site all surface obstructions and UNSUITABLE MATERIALS such as contaminated soil, organic material, debris, rubble and existing improvements such as concrete slabs, hedges, trees, stumps, roots, guard rails, concrete sleepers, lamp posts, abandoned elec-trical cables and pipes within limits of new construction as shown on project drawings. Live electrical lines and active pipelines shall be disconnected before removal.
Care shall be taken to ensure that site clearing and/or demolition work does not adversely affect or impair the foundation capacity of existing adjacent buildings/structures.
The COMPANY may direct the CONTRACTOR to protect in place certain items such as fences, shrubs, trees, or other features required for incorporation in landscaping. The CONTRACTOR shall, under such conditions, be responsible for the care and protection of such items during the course of the work.
Site clearing and/or demolition works shall be planned and executed in a manner such that the safety of personnel, the work and adjacent property is guaranteed and a minimum of inconvenience is caused.
The CONTRACTOR shall fill and compact all depressions and holes made below the sub grade or sloped surfaces as a result of grubbing operations. All excavations and recom-pactions required shall be in accordance with the requirements of this Specification.
Where the CONTRACTOR disturbs areas adjacent to the designated clearing areas, he shall clean those areas of debris and restore them to the satisfaction of COMPANY.
The CONTRACTOR shall remove from the site as work progresses all materials arising from clearing and grubbing operations except those materials specified for reuse or as otherwise specified by the COMPANY. The CONTRACTOR shall dispose of those mate-rials at a location acceptable to the COMPANY and shall not permit them to accumulate on site and shall maintain the site in a safe and workmanlike condition at all times.
The CONTRACTOR shall dispose of materials removed from site in accordance with the governing local and national laws and the Ruwais Refinery Regulations. Segregation and quantification of hazardous and non-hazardous waste material and certified disposal of hazardous material shall be carried out similarly in accordance.
12.0 STRIPPING OF TOP SOIL The CONTRACTOR shall strip topsoil in areas to be either filled or excavated to a mini-mum depth of 300 mm or deeper as required to remove all vegetation. Topsoil shall not to be used in any engineered fill.
The CONTRACTOR shall haul the excavated topsoil off the site and dispose of it in accor-dance with governing local and national laws and Ruwais Refinery regulations. The mate-rial resulting from stripping may be used as general fill with approval from the Geotechni-cal ENGINEER if they are removed from site and processed. The processing shall re-move any organic matter or unsuitable material.
13.0 DEMOLITION AND REMOVAL OF EXISTING IMPROVEMENTS The CONTRACTOR shall demolish and remove all existing abandoned structures, utilities and other items as indicated. The CONTRACTOR shall salvage and protect the material indicated and place it in a location within the jobsite designated by the COMPANY.
All necessary temporary works such as safety barriers, fences, safety nets, coverings and screens shall be provided to protect personnel and adjacent property from injury or dam-age caused by demolition operations.
All necessary dead or raking shores to support existing work shall be provided during demolition and associated operations.
The CONTRACTOR shall remove existing fencing only after the new fences have been constructed and approved by the COMPANY.
14.0 TREATMENT OF UNDERGROUND CAVITIES Where naturally occurring cavities, e.g., caverns, underground watercourses or man-made cavities, e.g., wells, cesspools, basements are detected under or adjacent to the construc-tion area, the CONTRACTOR shall treat them as directed by the geotechnical ENGI-NEER. Treatment may include but not be limited to further excavation and the placement and compaction of fill materials in accordance with specification DGS-CU-004.
15.0 FENCING, GATES, AND GUARD POSTS The CONTRACTOR shall install new fencing and gates at the locations shown on project drawings and specification, DGS-CU-006.
The CONTRACTOR shall install new guard posts at locations and per details shown on project drawings.
16.0 EXCAVATION The CONTRACTOR shall make all excavation to the lines and elevations shown on the project drawings, and as required by this specification. After excavation, the GEOTECH-NICAL ENGINEER shall inspect the exposed soils. The CONTRACTOR shall remove any soft or UNSUITABLE MATERIAL to the satisfaction of the GEOTECHNICAL ENGINEER. After approval by COMPANY, the CONTRACTOR shall then scarify the exposed soil to a depth of 150 mm and compact it to at least 95 percent of maximum dry density as deter-mined by ASTM D1557.
When the CONTRACTOR cannot compact the existing soils to the required density, upon the approval of GEOTECHNICAL ENGINEER, he shall place and compact a 200 mm gravel or crushed rock blanket layer before placing the fill material.
The CONTRACTOR shall perform excavation in a manner, which assures proper drainage during the course of the work. The CONTRACTOR shall dewater flooded excavations and remove all muck as directed by GEOTECHNICAL ENGINEER and approved COMPANY before proceeding with the work.
If the depth of the excavation exceeds 1.2 meters, the excavation sidewalls shall be sloped or shored in order to prevent cave-ins or hazardous conditions. Temporary slopes shall be cut back to a minimum ratio of one horizontal to one vertical or as recommended by the GEOTECHNICAL ENGINEER, whichever is flatter. Additionally, any existing adja-cent structures and footings shall be located outside of a 2:1 projection from the base of the excavation cuts. The CONTRACTOR shall assume full responsibility for maintaining the stability of the shoring systems or cut slopes.
The CONTRACTOR shall assume full responsibility for safety of the personnel and for maintaining all the excavated faces and cuts in a safe and stable condition and in compli-ance with the requirements of the Geotechnical Investigation Report, recommendations from the GEOTECHNICAL ENGINEER as well as the national and local laws, and regula-tions until final acceptance of the work.
The CONTRACTOR shall notify the COMPANY of any obstructions encountered and shall provide support, protection, or removal of such obstructions as directed by the COM-PANY.
Tolerances for excavation shall comply with Grading Tolerance section of this specifica-tion.
The CONTRACTOR shall not leave excavated materials even temporarily, where they will interfere with other construction.
The CONTRACTOR shall route earth-moving equipment so that minimum damage is caused to the natural subsoil structure of exposed formations.
The excavated suitable materials shall be stockpiled in an orderly manner at locations ap-proved by COMPANY and a distance from the banks of the excavation sufficient to avoid overloading the banks. Stockpiles containing suitable material shall be protected from contamination with unsuitable material or other material that may adversely affect the quality of the material and render it unfit for use. The stockpiles shall be arranged so as not to obstruct drainage or other construction operations in the vicinity of excavation.
All excavated materials that are unsuitable for use as fill or backfill, or are surplus to that needed for backfilling, shall be disposed of in a safe and proper manner off the project site.
17.0 DEWATERING AND DRAINAGE The CONTRACTOR shall dispose of all water encountered in the earthwork operations so as not to damage property or create a nuisance or health menace. The CONTRACTOR shall provide well points, sumps, temporary ditches, culverts, trenches, drains, pumps, pipes, and all other equipment of sufficient capacity or other means as necessary to keep the construction area free from water until construction is completed.
The CONTRACTOR shall construct and maintain a temporary drainage and dewatering system during the course of clearing, grubbing, stripping and grading operations. The CONTRACTOR shall design the temporary drainage and dewatering system to control storm water runoff and groundwater and shall submit the plan to COMPANY and obtain its approval before beginning work. See documentation/submittals section of this specifica-tion.
Where the bulk of local excavation will extend below the groundwater table, measures shall be taken to lower the groundwater table to at least 0.5m below the excavation level. Lowering of the water table shall be carried out from a level of not less than 0.5m below the excavation bottom so that at no time shall there be a positive hydraulic gradient into the excavation. This is to prevent loosening of the sand below the formation level caused by seepage into the excavation. The groundwater table shall be continuously maintained at least 0.5m below the excavation bottom and the formation grade until foundations are constructed and backfilled.
Groundwater lowering shall be accomplished by such measures as perimeter and internal drains or pumped sumps extending sufficiently deep below the bottom of the excavation, and/or by well points or other suitable measures, as necessary. The selected method shall not have any adverse effect on the adjacent existing structures or cause disturbance to in-situ soils.
Lowering of the groundwater level by pumping from the bottom of the excavation shall not be allowed. Where ponding of water occurs at the bottom of the excavation, the water shall be removed by gravity drainage to the perimeter or internal drains, or to pumped sumps.
18.0 FILL MATERIALS 18.1 Structural fill shall consist of any granular fill materials excavated from the site or imported
from outside the site provided that materials meet the requirements specified herein for Suitable Materials as well as the following:
• No particles are greater than 75 mm in size • At least 80 percent of materials are smaller than 19 mm in size • Less than 20 percent of materials pass the No. 200 sieve (0.075 mm)
• The coefficient of uniformity 10
60
DDCu = shall be ≥ 5
• The coefficient of curvature 1060
230
xDDD
Cc = shall be between 1 and 3
• A plasticity index of 5 or less
The structural fill materials are to be used for construction of engineered fill in areas sup-porting foundations, tanks, roads, bund walls and concrete slabs. Structural fill material shall be suitable for compaction to at least 95% of maximum dry density as determined by ASTM D1557.
18.2 General fill shall be suitable material that can be compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557.
19.0 COARSE SAND Coarse sand shall consist of fine aggregate passing the No. 4 (4.75 mm) sieve per ASTM D2940 with a maximum of 10 percent (smaller than 0.075 mm), which shall also meet the requirement of Suitable Material as indicated herein. Natural sand may also be used for bedding material provided that all grains pass through a No. 4 (4.75 mm) sieve and no more than 10 percent is passed through a No. 200 (0.075 mm) sieve. Coarse sand mate-rial shall not have a salt content of more than 0.1 percent.
20.0 BASE COURSE Base course shall conform to ASTM D2940 as well as the requirement of Suitable Material as indicated herein. The base course shall consist of durable and sound crushed gravel or crushed stone with the following gradation:
U.S. Sieve Size Size (mm) Percent Passing 2 inch 50.0 100
1-1/2 inch 37.5 95-100 3/4 inch 19.0 70-92 3/8 inch 9.5 50-70 No. 4 4.76 35-55
No. 30 0.595 12-25 No. 200 0.075 0-8
The base course material shall be of such nature that it can be compacted readily under watering and rolling to the required level of compaction. The aggregate shall have a
soaked California Bearing Ratio of at least 80% when tested in accordance with ASTM D1883, and a percentage of wear (except slag) not exceeding 45% when tested in accor-dance with ASTM C131. The GEOTECHNICAL ENGINEER and the COMPANY shall ap-prove any deviations from the above requirements.
21.0 CRUSHED ROCK Crushed rock or gravel shall consist of durable and sound material with the following gra-dation and requirements:
U.S. Sieve Size Size (mm) Percent Passing 1-1/2 inch 38 100
1-inch 25 90-100 3/4 inch 19 30-60 1/2 inch 13 0-20 No. 4 4.75 0
This material is to be used for surface covering purposes.
22.0 SAND BITUMEN MIX Sand bitumen mix shall be coarse sand mixed with cutback bitumen. Cut-back bitumen shall be a kerosene cut-back ranging in viscosity from 10 seconds saybolt-furol-viscosity at 25°C to 150 seconds at 40°C (ASTM E102). The mixture proportion shall be 80 to 100 kg of cutback bitumen to 1 cubic meter of dry sand. The mixture shall be spread, rolled and compacted to the satisfaction of the COMPANY.
23.0 ROCK Rock for riprap shall be of a hard ASTM quality, suitable for this purpose, and shall be ap-proved by the COMPANY. The rock shall consist of rock fragments, angular in shape, and graded as follows:
Riprap Gradation
Sieve Size Percent Passing
300 mm (12”) 100%
200 mm (8”) 40%
75 mm (3”) 10-25%
24.0 FILL AND COMPACTION It shall be the CONTRACTOR’S responsibility to place, spread, moisture condition, and compact the fill in strict accordance with the project specifications and drawings. The GEOTECHNICAL ENGINEER shall observe, test and verify that the placement of the fill complies with the contract specifications and drawings.
Before the CONTRACTOR places fill, the GEOTECHNICAL ENGINEER shall test, in-spect, and approve the ground surface to receive fill. Then before placing new fill, after approval by the COMPANY, the CONTRACTOR shall scarify and recompact the upper 150 mm of existing soil to the specified density as required for structural or general fill ar-eas.
The CONTRACTOR shall place fill material in horizontal layers not greater than 200 mm loose lifts for the full width of the cross section. The CONTRACTOR shall spread each layer evenly and shall thoroughly mix each layer during the spreading to obtain uniformity of material and moisture in each layer.
After the CONTRACTOR has placed, mixed, and spread each layer, he shall thoroughly compact it to the specified density. The CONTRACTOR shall accomplish compaction by using appropriate types of compacting equipment as approved by the COMPANY in paral-lel paths with an overlap of the adjacent trip by not less than 600 mm. The equipment shall be able to compact the fill to the specified density. Compaction shall be continuous over the entire area and the equipment shall make sufficient passes to obtain the desired density uniformly.
The CONTRACTOR shall compact the surface of fill slopes, including bund walls, until the slopes are stable, and there is no loose soil on the slopes. The CONTRACTOR shall compact the slopes by an over-building and cutting back method approved by the COM-PANY.
The CONTRACTOR shall compact small and confined areas with a hand compactor to achieve desired density. Hand compacted fill shall be placed in loose lifts not exceeding 100 mm in thickness.
Benches shall be required at all locations where the natural slope or excavated ground is steeper than 3 horizontal to 1 vertical, or where specified by the GEOTECHNICAL ENGI-NEER. The new fill shall be properly keyed and benched through all unsuitable soils, creep materials, or existing incompact fills and into competent soil.
When tests indicate that the density of any layer of fill or portion thereof does not meet the specified density, the CONTRACTOR shall rework the particular layer or portions until the material meets the specified density.
25.0 COMPACTION REQUIREMENT
Unless otherwise specified, all materials shall be compacted at a moisture content of ±3 percent of the optimum moisture content and to at least 95 percent of the maximum dry density.
Fill materials for nonstructural areas which are not planned to support any foundations, slabs, pavements, tank farm bunds (dikes) or roads, and landscaped areas shall be com-pacted at a moisture content of ±3 percent of the optimum moisture content and to at least 90 percent of the maximum dry density.
The maximum dry density and optimum moisture content for all materials shall be deter-mined in accordance with ASTM D1557 (Modified Proctor). Corrections to adjust the labo-ratory maximum dry density and optimum moisture content for soils with oversize particles shall be made in accordance with recommendations contained in ASTM D4718.
For sand and gravel material with less than 5 percent passing No. 200 sieve (0.074 mm), the compaction requirement of 95 percent of ASTM D1557 maximum dry density may be replaced by 85 percent relative density in accordance with ASTM D4253 and D4254.
26.0 INSPECTION AND TESTING It shall be the CONTRACTOR’S responsibility to retain an independent qualified GEO-TECHNICAL ENGINEER consultant with testing laboratory capability to perform all in-
spection and testing related duties during the construction as specified in this specifica-tion. The selected GEOTECHNICAL ENGINEER shall be acceptable and approved by the COMPANY. The COMPANY reserves the right to also independently test or inspect any of the materials or portions of the work as specified in this specification
The GEOTECHNICAL ENGINEER shall furnish all labor, materials, tools, equipment, qualified personnel, field laboratory facility, and services needed to perform the required inspection, testing and monitoring, and reporting of the results and recommendations as indicated herein.
The GEOTECHNICAL ENGINEER shall monitor all onsite excavations, backfill, and earth-work related work in order to ascertain that all specifications, recommendations, codes, and standards applicable thereto are complied with, and that the Work is performed satis-factorily. The GEOTECHNICAL ENGINEER shall plan and perform inspections and tests in a timely manner so as to avoid delaying site development operations. The GEOTECH-NICAL ENGINEER shall advise the CONTRACTOR and the COMPANY of any noncon-forming conditions detected and of any adjustment or revised recommendations that are deemed necessary based on the encountered subsurface conditions.
All fill materials to be utilized by the CONTRACTOR whether from onsite excavations, site stockpiles, borrow pits, or imported from outside shall be tested and properly character-ized by the GEOTECHNICAL ENGINEER in accordance with ASTM D2487 and D2488. The following properties for each type material shall be established as applicable:
a. Natural Water Content in accordance with ASTM D2216
b. Maximum Dry Density and Optimum Moisture Content in accordance with ASTM D1557
c. Particle size distribution, including hydrometer analysis where fraction passing 75 micron sieve exceeds 15% in accordance with ASTM D422
d. Uniformity and Curvature coefficients (Cu and Cc)
e. Liquid Limit in accordance with ASTM D4318
f. Plasticity Index in accordance with ASTM 4318
g. Angle of Internal Friction in accordance with ASTM D3080 or ASTM D4767
h. Maximum salt and organic matter content in accordance with ASTM C40.
i. Chloride Ion in accordance with BS 1377,Part3,Cl 7.2
j. Sulphate (SO3) in accordance with BS 1377, Part3, Cl 5
These tests shall be repeated if the source of material changes or the material itself changes. A sufficient number of tests shall be performed to establish representative aver-age and range of properties.
The GEOTECHNICAL ENGINEER shall verify the applicability of the soils report recom-mendations based on the actual conditions encountered, and provide any appropriate ad-justment if deemed necessary.
The GEOTECHNICAL ENGINEER shall monitor and inspect all excavation sub grades be-fore any engineered fill is placed to verify and ensure that all the soil report and geotechni-cal recommendation requirements are satisfied and met. All inspections performed shall be documented and submitted to the CONTRACTOR and the COMPANY.
Field density tests should be performed in accordance with ASTM D1556 (Sand Cone Method). Nuclear density tests may be performed in accordance with ASTM D2922. In areas or circumstances where the above field density tests procedures appear not practi-cal, ASTM D5030 may be used as a substitute.
After the initial characterization for each type material is completed and the uniformity of the results has been established to the satisfaction of the COMPANY, a minimum of one laboratory compaction test (ASTM D1557) and one grain-size analysis test (ASTM D422) shall be made for every 100 field density tests. Other classification tests may also be per-formed if deemed necessary.
The GEOTECHNICAL ENGINEER shall keep records of the approximate location (eleva-tion and coordinates) of each field density test or inspections performed and provide this data on the daily field reports as well as in the final report.
The GEOTECHNICAL ENGINEER shall report the results of any failed tests or inspection to the CONTRACTOR and COMPANY as soon as possible and practical. The GEO-TECHNICAL ENGINEER shall confirm that any fill associated with the failed test has been reworked in accordance with project specifications. Subsequent inspection and testing on all reworked areas shall be performed to determine conformance with the specification re-quirements.
The GEOTECHNICAL ENGINEER shall submit all inspection and test results or docu-ments required by the specifications and as indicated herein to the CONTRACTOR and the COMPANY in a timely fashion:
a. The GEOTECHNICAL ENGINEER shall prepare written records of all inspec-tions/observations and tests made. All records shall be maintained in a file and con-dition so that they are readily accessible and available at the jobsite and to the CONTRACTOR and the COMPANY.
b. The GEOTECHNICAL ENGINEER shall prepare and maintain written logs fully de-scribing all work inspected and monitored each day. Daily field logs shall be submit-ted to the CONTRACTOR and the COMPANY verifying that the work is being per-formed in accordance with design documents and soils report. As a minimum, daily field logs shall contain the results of all density tests performed, type of field density test, areas inspected and results, weather conditions, time spent on the jobsite, an overview and summary of the earthwork and other GEOTECHNICAL related activi-ties performed for the day, and any discrepancies noted. Approximate location co-ordinates and elevations shall be provided for each location tested or inspected.
c. Any nonconforming conditions detected which are not immediately brought into con-formance by the CONTRACTOR, shall be documented in a written report and sub-mitted to the COMPANY for disposition.
d. The GEOTECHNICAL ENGINEER shall prepare and maintain written records of the results of all field and related laboratory tests performed. The results of all laboratory tests shall be submitted to the CONTRACTOR and the COMPANY no later than two days from test assignment.
e. All documentation and work performed shall be signed and certified by a qualified registered GEOTECHNICAL ENGINEER.
f. At the end of earthwork operation or periodically (e.g. monthly) as required by the COMPANY, the GEOTECHNICAL engineer is responsible to prepare a complete re-port documenting the results of all field density tests, observations, and inspection performed during the construction, and shall certify that all performed earthwork con-form to the requirements of the soils report, project specifications.
Field density tests shall be made for each lift of fill material placed and at the following minimum frequencies:
a. Mass Fill
For mass fill, a minimum of 3 field density tests shall be performed on every 1000 sq.m. of each layer of compacted fill.
A higher frequency of testing (at least twice the above) shall be performed until ade-quacy of compaction has been established to the satisfaction of COMPANY.
b. Bunds
For bunds, a minimum of 3-field density tests per 100 meter length of each layer of compacted fill.
c. Tank Foundations
For tank foundations, a minimum of 3-field density tests for every 500 sq.m. of each compacted layer.
d. Road Embankments
For road embankments, a minimum of two-field density tests per 100 meter length of each layer of compacted fill.
27.0 GRADING TOLERANCE The grade shall be properly shaped to the required elevations and parallel to the required surface.
The elevation of any point and the line of any edge or center of the grading shall conform to that shown on the drawings within the tolerances stated below:
Tolerances from True Level
Tolerances from True Line
Basic Grading +0 -25 mm
+75 mm -75 mm
Embankments & Bunds + 75 mm +0
+75 mm -75 mm
28.0 GRADING The CONTRACTOR shall perform grading in accordance with the elevations indicated on the Project drawings.
The CONTRACTOR shall perform whatever fine grading is necessary for proper place-ment of base material in the areas shown on the project drawings. The CONTRACTOR shall grade sub grade to smooth and compact condition.
The CONTRACTOR shall remove all loose and extraneous material (pieces of wood, con-crete, rocks, etc.) from sub grade.
Existing asphalt on roads and paving which require resurfacing, widening or upgrading shall be removed to the base course level. Existing base material integrity and thicknesses shall be inspected for suitability to support the new loads and shall be reinstated or re-placed as necessary. New asphalt concrete binder and wearing courses shall be installed subsequently as specified in DGS-CU-005.
The CONTRACTOR shall check with the COMPANY to ensure that culverts, piping, con-duits and other features under sub grade have been installed.
After the road sub grade is completely compacted, the finished surface shall not vary more than 12.5 mm when tested with a 3 meter straightedge applied parallel with, and at right angles to, the centerline. The CONTRACTOR shall completely cut out and rework uneven areas as directed by the COMPANY.
29.0 STORM DRAINAGE Drainage work consists of ditch grading, culvert placement, tie-ins, desilting basins, and miscellaneous structures.
Final elevations shall be within 5 mm of the elevations given on the project drawings for drainage ditches and culvert inverts.
Culvert pipe shall be of the size and type shown on the project drawings and Project Specification DGS-CU-007.
Where pipe culverts are shown under new embankments, the embankment shall first be constructed to the required height as shown on the project drawings extending at least five culvert diameters each side of the culvert. Work shall be performed in accordance with Project Specification DGS-CU-004 and project drawings.
30.0 RIP RAP For erosion protection, the CONTRACTOR shall place a layer of riprap at the thickness and locations shown on the project drawings.
The CONTRACTOR shall distribute the larger stones evenly and the entire mass of rock shall be graded to the lines, grades and thickness shown on the project drawings. The CONTRACTOR shall place and distribute all material so that there shall be no area com-posed largely of either the larger or smaller sizes of rock. The CONTRACTOR shall place the material so that a minimum amount of hand placing or rearranging of individual stones is required to produce a compact layer of rock.
31.0 GRAVEL SURFACE OR BASE COURSE ON ROADS The CONTRACTOR shall place material on roads and gravel surface areas in accordance with thickness as shown on the project drawings.
The CONTRACTOR shall place and spread the material in loose lifts of 150 mm thick. The CONTRACTOR shall compact each layer to a dry density of not less than 95 percent of maximum dry density determined by ASTM D1557.
The CONTRACTOR shall roll the material with a self-propelled, three-wheel roller weigh-ing no less than 10 metric tons, or with approved Vibratory equipment. The CONTRAC-TOR shall begin the rolling at the edges of the layers. On the final layer, the outside wheel
of the roller shall cover equal parts of the material and the shoulder. The roller shall run forward and backward along the edge until the shoulder and coarse material are bound together firmly. When the sides have been rolled, the rolling shall progress gradually to-ward the center, parallel with the centerline of the roadway, uniformly lapping each pre-ceding track at least 450 mm and covering thoroughly the entire surface with the rear wheel. The CONTRACTOR shall continue rolling until the required density is achieved and the entire surface is well keyed and does not creep or wave ahead of the roller.
The CONTRACTOR shall compact inaccessible areas with smaller mechanical equipment or hand tampers. If the mixture is excessively moistened by rain, the CONTRACTOR shall aerate it by means of blade graders, or other approved equipment, until the moisture content of the mixture is satisfactory. The CONTRACTOR shall finish the surface of the layer by blading or rolling with a smooth roller or a combination thereof. The completed surface shall be firm, even, and true to line and grade.
The CONTRACTOR shall ensure that the surface of the completed base course does not deviate more than 12.5 mm from the specified cross section at any point and 17 mm in 32.8 m from the specified longitudinal grade at any location. The CONTRACTOR shall correct deviations by loosening, adding, or removing material; reshaping; watering; and compacting. The smoothness requirements specified above apply only to the top layer.
The average thickness of the base course, determined by computing the average of the depth measurement, shall not under run the specified thickness by more than 6 mm. The CONTRACTOR shall measure the thickness of the base course at intervals such that there shall be a depth measurement for at least each 500 square meters of complete base course. The CONTRACTOR shall take depth measurements by making test holes, at least 75 mm in diameter, through the base course. Where base course deficiency exists, it shall be corrected by adding mixture of proper gradation, reblading, and recompacting. Where the measured thickness is more than 12 mm thicker than specified, the CON-TRACTOR shall consider it as the specified thickness plus 12 mm for determining the av-erage.
32.0 CONCRETE STRUCTURES Concrete structures include headwalls, box culverts, manholes, inlet/outlet structures, and drainage channels. All structures shall be constructed in accordance with details shown on the project drawings. Design, materials and installation shall be in accordance with Project Specifications DGS-CU-010, DGS-CU-004, DGS-CU-013 and DGS-CU-014.
Design, materials and construction for precast concrete manholes meeting the require-ments of DGS-CU-010, and DGS-CU-013 are acceptable.
Materials and construction for concrete slabs shall be in accordance with Project Specifi-cations, DGS-CU-010, DGS-CU-013 and DGS-CU-014.
33.0 PLASTIC LINER 33.1 PLASTIC LINER LOCATION
Under storage tanks and on bund floors, the CONTRACTOR shall install a 2 mm (nomi-nal) thick high density polyethylene (HDPE) membrane approved by the COMPANY. The membrane shall be installed in accordance with the details shown on the Standard Draw-ing STD-CU-00004 and as described in this specification.
The Contractor shall provide suitable evidence for the suitability of the membrane and it’s compatibility with the product stored in the tank(s).
If HDPE is deemed unsuitable, then it shall be the CONTRACTOR’S responsibility to pro-pose an alternate membrane, which should be compatible with the product stored in the tank(s)
33.2 MATERIAL The membrane material shall be manufactured of new, first quality products designed and manufactured specifically for the purposes of liquid containment in hydraulic structures. The membrane shall have the following minimum characteristics:
The liner material shall be produced free of holes, blisters, undisturbed raw materials, or any sign of contamination by foreign matter. Any such defect shall be repaired using the extrusion welding technique in accordance with the MANUFACTURER’S recommenda-tions. The liner shall be GSE HD, premium grade, or approved equal.
33.3 INSTALLATION Surfaces to receiving lining shall be graded to the dimensions and elevations shown on the contract drawings and shall be smooth and free of all rocks, stones, sticks, roots, sharp objects, or debris of any kind. The surface shall provide a firm, unyielding founda-tion for the membrane with no sudden sharp or abrupt changes or breaks in grade. No standing water or excessive moisture shall be allowed. The CONTRACTOR shall receive approval from the COMPANY that the surface on which the membrane is to be installed is acceptable before beginning installation.
Installation of the liner shall be done in conformance with the MANUFACTURER’S instruc-tions and using the MANUFACTURER’S extrusion or hot wedge welding equipment and installation methods. Individual panels of the liner material shall be laid out and over-lapped by 75 mm to 100 mm prior to welding for extrusion welds and 100 mm to 125 mm for hot wedge welds prior to welding. The areas to be welded shall be cleaned and pre-pared according to the procedures specified by the material MANUFACTURER. All sheet-ing shall be welded together by means of integration of the extruded bead with the lining material. The composition of the extruded material shall be identical to the lining material or all sheeting shall be welded together using the hot wedge welding system.
The welding equipment used shall be capable of continuously monitoring and controlling the temperature in the zone of contact where the machine is actually fusing the lining ma-terial to ensure that changes in environmental conditions will not affect the integrity of the weld.
No “fish mouths” shall be allowed within the seam area. Where “fish mouths” occur, the material shall be cut overlapped and an overlap extrusion weld shall be applied.
33.4 FIELD SEAM TESTING AND QUALITY CONTROL The installer shall employ on-site physical nondestructive testing on all welds.
A quality control technician shall inspect each seam. Any area showing a defect shall be marked and repaired in accordance with the MANUFACTURER’S recommended repair procedures.
A test weld 1 m long from each welding machine shall be run each day prior to liner weld-ing and under the same conditions as exist for the liner welding. The test weld shall be marked with the date, ambient temperature and welding machine number. Samples of welds 10 mm to 20 mm wide shall be cut from the test weld and pulled by hand in peel. The weld should not peel. Seams should exhibit a film tear bond. The weld sample shall be kept for subsequent testing on laboratory tensiometer equipment in accordance with the applicable ASTM standards. Random weld samples may be removed from the in-stalled welded sheeting at a frequency of one per 100 m of weld.
34.0 PROTECTION OF PROPERTY AND PERSONNEL The CONTRACTOR shall protect all active utility lines shown on the drawings or encoun-tered during the excavation. If he damages those lines, the CONTRACTOR shall repair or replace them to the satisfaction of the COMPANY. If existing utilities interfere with the work, the CONTRACTOR shall notify the COMPANY and secure written instructions for further action.
The CONTRACTOR shall barricade open holes and depressions, which he creates or ex-poses as part of his work. He shall post warning signs and lights on property adjacent to or with pedestrian and vehicular access. He shall operate warning lights during hours from dusk to dawn each day and as otherwise required for safety.
The CONTRACTOR shall protect structures, utilities, pavements, and other facilities from damage caused by settlement, lateral movement, washout, and other hazards created by his operations. CONTRACTOR shall maintain the existing roads in good condition during construction and repair damaged roads as required to the satisfaction of the COMPANY.
The CONTRACTOR shall plan and execute all aspects of the site preparation work so that the safety of personnel, the work and adjacent property is guaranteed and such that a minimum of inconvenience is caused.
35.0 EROSION AND SEDIMENTATION CONTROL DURING CONSTRUCTION The CONTRACTOR shall place sand bags at the location shown for temporary retention of water and soil particles.
The CONTRACTOR shall construct desilting basins in accordance with the details shown on the project drawings.
The CONTRACTOR shall provide an area near the construction site where mud can be removed from construction vehicle tires before they enter a public road.
36.0 DUST CONTROL The amount of dust resulting from site preparation work shall be controlled to prevent the spread of dust to the facilities in plant site and to avoid creation of a nuisance in the sur-rounding areas. The CONTRACTOR shall control dust by cleaning, sweeping and sprin-kling with water or other means as necessary. Use of water may not be permitted when it shall result in, or create, hazardous or objectionable conditions.
37.0 CLEANUP Upon completion of work, the CONTRACTOR shall leave project site clear of debris and surplus material resulting from the construction operations. The CONTRACTOR shall dis-pose of all debris and surplus materials off refinery limits in a manner meeting all local au-thority requirements.
38.0 TOPOGRAPHIC SURVEY AND GEOTECHNICAL REPORTS 38.1 TOPOGRAPHIC SURVEY.
All design shall be in accordance with the horizontal and vertical control monuments con-tained in the PROJECT Topographic Survey Report.
CONTRACTOR shall confirm levels, control points, etc. given on the Topographic Survey prior to commencing the work.
38.2 GEOTECHNICAL REPORT. All design shall be in accordance with the recommendations contained in the PROJECT Onshore Geotechnical Report.
The CONTRACTOR shall review the Onshore Geotechnical Report and satisfy himself of the contents and recommendations.
The CONTRACTOR shall submit any alternative proposals to the recommendations given in the Onshore Geotechnical Report for approval by the COMPANY.
ADDENDUM SHEET All revisions to this DGS subsequent to the issue of Rev Zero shall be recorded in this addendum sheet and shall be incorporated into the DGS in the next revision.
Date Proposed Revision Remarks
Dec,2007 AMD-CU-003-001-ETSD Incorporated in Rev-1
In Clause 1.1 , following modifications are proposed:-
Replace the title “INTRODUCTION” with “SCOPE”
In clause 1.3 ‘Definitions’, add the following under the definition of ‘Unsuitable Material’.
• Poorly graded or single sized material
In Clause 2.0 ‘Codes & Standards’, following modifications are pro-posed:-
Add the following Codes under the ‘ASTM’ :-
ASTM D5397 - Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test
ASTM E102 - Standard Test Method for Saybolt Furol Viscosity of Bituminous Material at High Temperatures
Delete ‘ASTM D1693’.
Under the Standard ISO (International Organization for Standardiza-tion), update the listed Standard as:-
ISO 9004-2000 - Quality Management Systems - Guidelines for Performance Improvements
Delete:-
“IS0 9011 – Quality Management Guidelines for Performance Im-provement System”.
In clause 3.0 ‘Reference Documents’ , following modifications are proposed:-
Delete ‘Foundation Design Philosophy’ ( title & description).
In Clause 4.0 ‘Document Precedence’ , add the followings at the end of 2nd paragraph;
In the absence of such provisions the following order of precedence shall prevail:
• Contract Drawings
• Scope of Work, Engineering Narratives and Design Phi-
In clause 6.0 , update the first sentence as follows:-
‘CONTRACTOR’S proposed quality system shall fully satisfy all the elements of ISO 9001 - 2000, “Quality Management Systems – Re-quirements” and ISO 9004 - 2000, “Quality Management Systems – Guidelines for Performance Improvements”.
Delete Clause 8.0 ‘Subcontractors/Vendors’ ( also delete sentence , because it is Not Applicable here)
Delete Clause 9.0 ‘Handling’ ( also delete sentence , because it is Not Applicable here)
Replacing serial No. for Clause 10.0 (previously assigned), with se-rial No. 8.0( newly assigned).
Replacing serial No. for Clause 11.0 (previously assigned), with se-rial No. 9.0(newly assigned).
Replacing serial No. for Clause 12.0 (previously assigned), with se-rial No. 10.0(newly assigned).
Update the last paragraph of the above related section as below:-
“When the CONTRACTOR accidentally damages existing struc-tures or facilities, he shall repair or replace them at his expense to the satisfaction of COMPANY”.
Replacing serial No. for Clause 13.0 (previously assigned), with se-rial No. 11.0(newly assigned).
Add a new paragraph at the end of Ist paragraph :-
“Care shall be taken to ensure that site clearing and/or demolition work does not adversely affect or impair the foundation capacity of existing adjacent buildings/structures”.
Add at the end of last paragraph :-
‘Segregation and quantification of hazardous and non-hazardous waste material and certified disposal of hazardous material shall be carried out similarly in accordance’.
Replacing serial No. for Clause 14.0 (previously assigned), with se-rial No. 12.0(newly assigned).
Replacing serial No. for Clause 15.0 (previously assigned), with se-rial No. 13.0(newly assigned).
Add new paragraphs at the end of Ist paragraph :-
‘All necessary temporary works such as safety barriers, fences, safety nets, coverings and screens shall be provided to protect per-sonnel and adjacent property from injury or damage caused by demolition operations.
All necessary dead or raking shores to support existing work shall be provided during demolition and associated operations’.
Replacing serial No. for Clause 16.0 (previously assigned), with se-rial No. 14.0(newly assigned).
Replacing serial No. for Clause 17.0 (previously assigned), with se-rial No. 15.0(newly assigned).
Replacing serial No. for Clause 18.0 (previously assigned), with se-rial No. 16.0(newly assigned).
Update the 7th paragraph of the above related section as below :-
“Tolerances for excavation shall comply with Grading Tolerance sec-tion of this specification”.
Replacing serial No. for Clause 19.0 (previously assigned), with se-rial No. 17.0(newly assigned).
In the 2nd paragraph, third line, replace the word ‘dewater’ with ‘de-watering’.
Update the last sentence of the 4th paragraph as:-
“The selected method shall not have any adverse effect on the ad-jacent existing structures or cause disturbance to in situ soils”.
Delete the last paragraph of the section.
Replacing serial No. for Clause 20.0 (previously assigned), with se-rial No. 18.0(newly assigned).
Replacing serial No. for Clause 20.1 (previously assigned), with se-rial No. 18.1(newly assigned).
Add a new paragraph after 3rd paragraph of the above related sec-tion:-
“Existing asphalt on roads and paving which require resurfacing, widening or upgrading shall be removed to the base course level. Existing base material integrity and thicknesses shall be inspected for suitability to support the new loads and shall be reinstated or replaced as necessary. New asphalt concrete binder and wearing courses shall be installed subsequently as specified in DGS-CU-005. (OGDIII close-out suggestion)”.
Replacing serial No. for Clause 31.0 (previously assigned), with se-rial No. 29.0(newly assigned).
Replacing serial No. for Clause 32.0 (previously assigned), with se-rial No. 30.0(newly assigned).
Replacing serial No. for Clause 33.0 (previously assigned), with se-rial No. 31.0(newly assigned).
Replacing serial No. for Clause 34.0 (previously assigned), with se-rial No. 32.0(newly assigned).
Replacing serial No. for Clause 35.0 (previously assigned), with se-rial No. 33.0(newly assigned).
Replacing serial No. for Clause 35.1 (previously assigned), with se-rial No. 33.1(newly assigned).
Replacing serial No. for Clause 35.2 (previously assigned), with se-rial No. 33.2(newly assigned).
Update the membrane properties Table as:-
Property Test Method Test Results
Density ASTM D1505 0.94 g/cm3
Tensile strength at break ASTM D638 55 N/mm width
Tensile strength at yield ASTM D638 30 N/mm width
Elongation at break ASTM D638 800%
Elongation at yield ASTM D638 15%
Stress crack resistance (Notched Constant Tensile Load)(GDP, more applicable to geomembranes than the earlier ASTM D1693 for com-mon plastics)
Update the last sentence of the last paragraph as:-
‘The liner shall be GSE HD (inexistent), premium grade, or ap-proved equal’.
Replacing serial No. for Clause 35.3 (previously assigned), with se-rial No. 33.3(newly assigned).
Replacing serial No. for Clause 35.4 (previously assigned), with se-rial No. 33.4(newly assigned).
Replacing serial No. for Clause 36.0 (previously assigned), with se-rial No. 34.0(newly assigned).
Replacing serial No. for Clause 37.0 (previously assigned), with se-rial No. 35.0(newly assigned).
Replacing serial No. for Clause 38.0 (previously assigned), with se-rial No. 36.0(newly assigned).
Replacing serial No. for Clause 39.0 (previously assigned), with se-rial No. 37.0(newly assigned).
Mar,2009 AMD-CU-003-002-BECHTEL Incorporated in Rev-2
In Clause 1.3 ‘Definitions’ , add the followings:-
COMPANY – The Abu Dhabi Oil Refining Company (TAKREER)
CONTRACTOR – The party that carries out all or part of the design, engineering, procurement, construction, commissioning or man-agement of the project.
SUBCONTRACTOR – Firm, partnership, corporation engaged by the CONTRACTOR for supplying services to CONTRACTOR
MANUFACTURER – The service organization which actually manu-factures the material /product.
CONTRACT DOCUMENTS – The complete set of documents, in-cluding specifications and drawings, that defines the specific obliga-tion and rights of the parties involved in the accomplishment of the work covered by this specification.
In Clause 2.0 ‘Codes & Standards’, following modifications are proposed:-
Add , after the 1st paragraph:-
Add:- Where there are conflicts between the requirements of differ-ent Codes and Standards the most stringent criteria shall apply, subject to approval of the COMPANY.
Add: Alternate codes and standards meeting the requirements of
“In case of conflict, the order of precedence shall be as:-“
In Clause 9.0 ‘Water’ , update the followings:-
Replace:-
With:-
PROPERTY TEST MAXIMUM LIMIT
Sulfates BS 1427 Cl. 5.5 500 ppm
Ph BS 1427 Cl. 4.6 6.5 to 9.0
PROPERTY TEST MAXIMUM LIMIT
Sulfates BS 1427 Cl. 4.6 500 ppm
pH BS 1427 Cl. 5.3 6.5 to 9.0
In Clause 12.0 ‘Stripping of Top Soil’ , update the 2nd paragraph as:-
‘in accordance with the governing local and national laws and Ru-wais Refinery Regulations’.
In Clause 20.0 ’Base Course’ , update the 2nd paragraph by adding the following after the 1st sentence:-
‘The aggregate shall have a soaked California Bearing Ratio of at least 80 % when tested in accordance with ASTM D1883, and a percentage of wear (except slag) not exceeding 45% when tested in accordance with ASTM C131’.
In Clause 24.0 ‘Fill and Compaction’ , update the 5th paragraph as:-
‘The Contractor shall compact the surface fill of slopes, including bund walls, until the slopes are stable……’
In Clause 26.0 ‘Inspection and Testing’ , update bullets a) to h) as:-
a. Natural water Content in accordance with ASTM D2216
b. Maximum Dry Density and Optimum Moisture Content in accordance with ASTM D1557
c. Particle size distribution, including hydrometer analysis where fraction passing 75 micron sieve exceeds 15% in accordance with ASTM D422
