International name of the COMPANY
P.O. BOX 12208, JUBAIL, BUILDING 46222 ROD 122 IND. CITY, 35222 KINGDOM OF SAUDI ARABIA
TEL. 013-510xxxx, FAX. 01322222222
METHOD OF STATEMENT FOR EARTHWORK
(Excavation & Backfilling)
CLIENT SAUDI ARAMCO
PROJECT: VAPOR RECOVERY UNIT – MAJOR BULK PLANTS N PLANT NORTH JEDDAH BULK PLANT
ODICO WO# 6348
BI # 10-01036
CLIENT PO# 6600040268
0
20-09-2023
Issued for Review and Approval
SAID WALI KHAN Civil Engineer
JACK Site Manager
REV.
DATE
DESCRIPTION
PREPARED
APPROVED
REVISIONS HISTORY
DOCUMENT / DRAWING NO.
OD-MS-NJBP-02
TOTAL NO. OF SHEETS (INCLUDING COVER)
10
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CONTENTS
1. OBJECTIVE
The objective of this Method of Statement is to provide guidelines for execution of Earthwork (excavation, backfilling, compaction and field density test) activities at Vapor Recovery Unit South Riyadh Bulk Plant Project.
2. SCOPE
This procedure covers site preparation including excavation, backfilling, sloping/shoring & compacted soil and fill related to civil structures, pipe support foundations VRU foundations, E-Container foundation, Switch Rack foundation, Chiller foundation, Transformer foundation and general earth works as well as cable trenches, pipe trenches, RTR pipe lines, new manhole and catch basins for Oily Water drainage System, fire hose reel foundations and sleeves for pipes on road crossing, for civil work within Vapor Recovery Unit South Riyadh Bulk Plant Project premises. This test shall be performed by the Saudi Aramco-approved independent testing laboratory.
3. REFERENCES
Following documents are considered as reference documents:
v SAES-Q- 001 Criteria for design and Construction of Concrete Structures
v SAES-A-114 Excavation and Backfilling
v SAMSS-M-006 Security and General purpose Fencing
v 09-SAMSS-097 Ready mix Concrete.
v 09-SAMSS-088 Concrete Aggregate
v G12. 100 Work Permit System
v EWIM2.15 Work Permit Procedure
v SAES-0-119 Work Permit Procedure
v GI-06-02-2008 SA Safety Manual
v SAES-A-111 Borrow Pit Requirements
v 
PIP-CVS-02100 Site preparation excavation and backfill specification
v SATIP-A-114-01 Site preparation, execution & Backfilling during Construction
v ASTM D4253 Maximum Index Density and Unit Weight of Soils Using a
Vibratory Table
v ASTM D4254 Minimum Index Density and Unit Weight of Soils and
Calculation of Relative Density
v ASTM D1557 Laboratory Compaction Characteristics of Soil Using
Modified Effort 56,000 ft- lbf /ft³ (2700 KN- M/M³)
v 
ASTM D6938 Test Methods for In-Place Density and Water Content of
Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
4. ABBREVIATIONS / DEFINITIONS
v SM Site Manager
v PQP Project Quality Plan
v QIP Quality Inspection Plan
v I/C In-Charge
v QA&QC Quality Assurance and Quality Control
v MS Method Statement
v PPE Personal Protective Equipment
v HSE Health, Safety & Environment
v IMTE Inspection, Measuring & Test Equipment
v FRM Form7
5. RESPONSIBILITIES
5.1 Area In charge will ensure that the excavation, backfilling and compaction activities are conducted according to this procedure, latest project drawings & specifications.
5.2 QA&QC inspector will assure that all the relevant work is carried out in conformance with project specification, PQP and QIP. In case of any non-conformance, it will be controlled through corrective action request (CAR).
5.3 QA&QC inspector & surveyor will ensure that location & levels of the excavations are as per approved drawings.7
6. PROCEDURES
6.1 Excavation
61.1 The surveyor will set coordinates as per relevant construction drawings and will inform area / excavation foreman of these coordinates & levels.
6.1.2 The identification & protection of underground services will be done as per project specifications.
6.1.3 If any underground services are detected the same will be exposed by hand digging and also use Cable detector for tracing electrical cable, underground Piping if any. Adequate protection & warning for the existing services will be ensured.
6.1.4 Dumping of unsuitable material will be done to disposal point and material fit for backfilling will be piled separately at a suitable location.
6.1.5 While excavation is in progress, area foreman will continuously monitor the level to avoid over excavation.
6.1.6 The QA & QC inspector and surveyor will check the lines & levels upon completion of excavation.
6.1.7 Upon acceptance of survey, the area will be released for subsequent activities.
6.1.8 The Structural excavation shall include excavations for footings, grade beams, pits, basements, retaining walls, man holes, catch basins, pipeline thrust anchors, etc.
6.1.9 The Excavation shall be performed as required by the design drawings to the dimensions, grades, and elevations as noted and as required for formwork and allowance for compaction equipment.
6.1.10 when soft and compressible soil is encountered at footing grades as shown on the drawings, such soil shall be removed and replaced with compacted fill or backfill as specified material or lean (2000 psi minimum 28-day compressive strength) concrete.
6.1.11 Over-excavation at footings shall be backfilled with compacted fill or backfill as specified material or lean (2000 psi minimum 28-day compressive strength) concrete.
6.1.12 Excavations adjacent to existing underground installations (e.g., piping, manholes, electrical and duct banks) or sidewalks shall use bracing and shoring to protect those installations during construction.
6.1.13 when any excavation or trench reaches a depth of 1.2 m (4 ft.) or when soil banks are greater than 1.5 m (5 ft.), shoring shall be installed or the sides shall be sloped or benched. Specific requirements are given in Saudi Aramco Safety Management Guide 06-002-2008.
6.2 Drainage and Dewatering
6.2.1 All temporary drainage and dewatering methods and disposal of water are subject to approval by Saudi Aramco.
6.2.2 The Contractor shall employ temporary drainage measures during construction.
6.2.3 Ponding of water on placed fill or within excavations shall not be allowed.
6.2.4 Surface water shall be prevented from flowing into excavations by ditching, trenching, forming protective swales, pumping, or other approved measures.
6.2.5 If required in the contract documents, prior to excavation, an approved dewatering system shall be installed and operated when necessary to lower the groundwater.
6.2.6 All diverted and pumped water shall flow to specified collection areas and shall be disposed of as directed by the Saudi Aramco Company Representative.
6.2.7 Excavations for foundations and other underground installations shall not be used as temporary drainage ditches.
6.3 Backfilling
The contractor shall arrange backfill materials either on-site excavation, designated borrow areas, or off-site sources conforming to the following criteria or as recommended by a geotechnical report. All borrow material and its source of supply shall be approved by Saudi Aramco. Stockpiles of cohesive soil shall be protected from freezing.
6.3.1 Fill and Backfill Materials
Fill or backfill materials shall meet the requirements given below. Other fill materials may be used with the approval of the Supervisor, Civil Engineering unit and Consulting Services Department. The fill Material shall be used for all fills except where 'Select Fill Material' is specified as a minimum, 'Select Fill Material' shall be used within 0.6 m (2 ft.) of the bottom elevation of foundations, spread footings, or slabs-on-grade when fill is required to achieve final grade. 'Select Fill Material' shall also be specified for backfill which will be in contact with concrete or steel structures.
6.3.2 Clean Sand
Soil meeting the following gradation containing less than 3% weight of organic material or clay:
Sieve Size
Percent Passing
¼ in (6.25 mm)
100
No. 10 (2.00 mm)
90 - 100
No. 200 (0.075 mm)
10 or less
6.3.3 Dune Sand
The wind-deposited sand consisting of relatively single-sized particles generally passing the No. 16 sieve (1.18 mm) and usually containing less than 10% soil particles passing the No. 200 sieve (0.074 mm)
6.3.4 Fill Material
Fill material shall consist of gravel, sand and/or marl. The maximum size of the fill material shall be one-half the lift thickness or 75 mm (3 inches), whichever is less. Fill material shall be free of frozen lumps, organic matter, trash, chunks of highly plastic clay or other unsatisfactory material.
6.3.5 Select Fill Materials
The selected fill material shall be composed only of inorganic material and shall have 100% passing the 50 mm sieve and from 0-20% passing the No. 200 sieve. The portion of the material passing the No. 40 sieve shall have a maximum liquid limit of 35 and maximum plasticity index of 12. Atterberg limit are not required for select fill material less than 15% fines passing the No. 200 sieve.
6.3.6 Compaction Water
The Water used for compaction of fill material shall be reasonably free of salts, oil, acid, alkalis, organic matter, or other deleterious substances. Use of water with a TDS in excess of 10,000 ppm such as brackish water, seawater or water obtained from ground pits such as subkha water is not allowed unless it is proven and verified by the Company Representative and the Project Inspection Representative that there is no other source of water available within 20 km and all concrete to be supported by or buried within the fill is designed for either Exposure Type II or III as defined in SAES-Q-001.
6.3.7 Fill Placement & Compacting
6.3.7.1 Filling work shall consist of hauling, placing, compacting, testing and finishing fill areas to the grades and lines as shown in the construction drawings.
6.3.7.2 The areas to receive fill shall be proof-rolled with pneumatic-tired or vibratory rollers. Any areas that fail to density or that ruts excessively shall be cut to the depth of the loose material and replace to suitable fill.
6.3.7.3 Fill material shall be placed in lifts not exceeding 200 mm (8 in) in loose depth. Fill materials shall be placed in lifts not exceeding 100 mm (4 in) in loose depth for hand-operated compaction. Other lift thicknesses may be approved by the appropriate Saudi Aramco Inspection Representative based on a field test section using the intended compaction equipment.
6.3.7.4 Fill or backfill placed beneath and/or adjacent to grade beams, mats, buildings, and process areas shall be compacted to at least 90% of the maximum Modified Proctor density as determined by ASTM D1557. For cohesion less free draining soils, 70% relative density as determined by ASTM D4253 and ASTM D4254 shall be used. For foundation static loads over 320 KPA (6500 PSF) and foundations for vibrating or heavy machinery as defined in SAES-Q- 007, and for asphalt and concrete pavement subgrades, fill shall be compacted
to 85% relative density for cohesion less soils or 95% of the maximum density as determined by ASTM D1557 for cohesive materials.
6.3.7.5 Good drainage shall be maintained at all times and pounding of water on the fill shall be prevented.
6.3.7.6 Backfilling shall be placed and compacted uniformly in such a manner as to prevent wedging action or eccentric loading upon on adjacent structures.
6.3.7.7 Aramco approved third party shall be performed Inspection
6.3.7.8 Fill and backfill adjacent to structures such as retaining walls, pits, and basements shall not be compacted with heavy equipment, but shall be compacted with hand-operated equipment to a distance of 1.2 meters (4 feet) or greater beyond the sides of the structures. Every effort shall be made to place backfill materials symmetrically and in uniform layers to prevent unnecessary eccentric loading on a structure or foundation.
6.3.7.9 The moisture content of the material being compacted shall be within 3%, plus or minus, of the optimum moisture content as determined by ASTM D1557. However, for cohesion less free draining soils when ASTM D4253/ASTM D4254 is the appropriate test procedures, there is no applicable optimum moisture content.
6.3.7.10 Compaction by water jetting or flooding is not permitted for most fill material. However, flooding may be used if the fill material is cohesion less freely draining sand.
6.3.7.11 The clean sand or dune sand is used for fill, surface protection will be required. A cap layer of compacted cohesive material 150 to 300 mm (6 to 12 in) in thickness will generally be sufficient. Capping material shall have a maximum size of one-half lift thickness or 75 mm (3 in), whichever is less, and shall have between 11-35% passing the No. 200 sieve. The capping material shall have a maximum liquid limit of 35 and a maximum plasticity index of 12, per ASTM D4318.
6.3.7.12 The area in charge will ensure that particular area has been cleared.
6.3.7.13 
Compacting shall begin only after the fill or backfill has been properly placed and the material to be compacted is at the proper moisture content. Compaction shall be performed with equipment compatible with soil type.
6.4 Field Density Test (FDT)
6.4.1 Standardize the device in accordance with the manufacturer’s instruction manual.
6.4.2 Locate test points on the particular area to be tested.
6.4.3 Make hole perpendicular to the prepared surface for test using the guide plate and the hole-forming device or by drilling if necessary. The hole shall be of such depth corresponding to the thickness of fill to be tested or must be deeper than the depth to which the probe will be placed.
6.4.4 Set the gauge on the soil surface carefully aligning it with the marks on the soil so that the probe will be directly over the pre-formed hole.
Insert the probe on the hole.
6.4.5 Seat the gauge firmly by rotating it about the probe with a back and forth motion and pull gently on the gage direction that will bring the side of the probe against the side of the hole that is closest to the detector.
6.4.6 Secure and record one or more readings for the normal measurement period.
6.4.7 Determine the ratio of the reading to the standard count. From this count ratio and the appropriate calibration and adjustment data, determine the in-place wet density.(Note: Some instrument have built-in functions which can compute the in-place wet density and to enter an adjustment bias. In addition to, some instruments have the provision to measure and compute the water content and dry density in-place.
6.4.8 In-place density and moisture content of soils shall be determined by the sand-cone method per ASTM D1556, nuclear method per ASTM D6938, the rubber balloon method per ASTM D2167, or the drive-cylinder method per ASTM D2937. Acceptance testing of in-place density and moisture content (field density testing) on compacted fill will be performed at the following rates:
v Under all foundations - one test every 1000 ft² (90 m²) of each lift.
v Under area paving - one test every 2000 ft² (180 m²) of each lift.
v Road base and sub-base - one test every 2000 ft² (180 m²) of base or sub- base.
v Backfill of trenches - one test for every 50 linear ft² (15 m) of each lift
v General fill - one test every 5000 ft² (460 m²) of each lift.
6.4.8 Calculation and Results
Based on the data generated from the machine the percentage compaction (% Compaction) can be computed as follows:
In-place dry density
% Compaction = X 100
Lab. Maximum Dry Density
Where:
In-place dry density = value taken from the instrument used.
Laboratory Maximum Dry Density = value calculated in the laboratory using the test method, ASTM D-698 / ASTM D1557 or ASTM D4254 / ASTM D4253
7. INSPECTION
7.1 All Inspection shall be performed as per SATIP-A-114-01.
7.2 If the compaction is in trenches, the trench bottom should be inspected in accordance with Attachment I of SAEP-1150.
7.3 Each layer of backfill should also be inspected in accordance with SAEP-1150.
7.4 Inspection shall be performed after preparation of existing sub-grade and after each layer of compacted fill.
8. TOOLS AND EQUIPMENTS
v Wheel Loader
v Dump Truck
v Compactor
v Back Hoe Loader (JCB)
v Water Boozer
v Set of Nuclear Gauge Instrument
v Site Preparation Device
v Drive Pin
v Drive Pin Extractor
9. HSE INSTRUCTIONS
9.1 Material or equipment should be maintained in an orderly manner and labeled in accordance with statutory requirements and use in safe manner.
9.2 All efforts shall be made to keep the environment clean.
9.3 All personnel involved will use necessary PPE as required such as safety helmet, glasses, shoes, gloves, ear plugs, dust mask etc.
9.4 The workers will be made aware of HSE requirements related to this activity through daily toolbox and HSE orientation.
9.5 Warning lights will be installed on all mobile equipment.
9.6 Engineer (HSE) will inspect all equipment prior to use.
L E GE ND
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D FOUNDATION PL AN F 3 IP I
F OR PIPE SUPPOR T
F OUNDATI ON PL AN F 4 /P F OR PIPE SUP POR T
RE F ERENCE ORA¥/INGS
A S E C T 1 0 N
D S E C T 1 0 N
B S E C T 1 0 N
C V I E W
FOUNDATION PL AN F I /P F OR PIPE SUP POR T
10-0T036-000I ’ .
| International name of the COMPANY P.O. BOX 12208, JUBAIL, BUILDING 46222 ROD 122 IND. CITY, 35222 KINGDOM OF SAUDI ARABIA TEL. 013-510xxxx, FAX. 01322222222 | ||||
METHOD OF STATEMENT FOR EARTHWORK (Excavation & Backfilling)
CLIENT SAUDI ARAMCO
PROJECT: VAPOR RECOVERY UNIT – MAJOR BULK PLANTS N PLANT NORTH JEDDAH BULK PLANT ODICO WO# 6348 BI # 10-01036 CLIENT PO# 6600040268 | |||||
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0 | 20-09-2023 | Issued for Review and Approval | SAID WALI KHAN Civil Engineer | JACK Site Manager | |
REV. | DATE | DESCRIPTION | PREPARED | APPROVED | |
REVISIONS HISTORY | |||||
DOCUMENT / DRAWING NO. OD-MS-NJBP-02 | TOTAL NO. OF SHEETS (INCLUDING COVER) 10 | ||||
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CONTENTS
1. OBJECTIVE
The objective of this Method of Statement is to provide guidelines for execution of Earthwork (excavation, backfilling, compaction and field density test) activities at Vapor Recovery Unit South Riyadh Bulk Plant Project.
2. SCOPE
This procedure covers site preparation including excavation, backfilling, sloping/shoring & compacted soil and fill related to civil structures, pipe support foundations VRU foundations, E-Container foundation, Switch Rack foundation, Chiller foundation, Transformer foundation and general earth works as well as cable trenches, pipe trenches, RTR pipe lines, new manhole and catch basins for Oily Water drainage System, fire hose reel foundations and sleeves for pipes on road crossing, for civil work within Vapor Recovery Unit South Riyadh Bulk Plant Project premises. This test shall be performed by the Saudi Aramco-approved independent testing laboratory.
3. REFERENCES
Following documents are considered as reference documents:
v SAES-Q- 001 Criteria for design and Construction of Concrete Structures
v SAES-A-114 Excavation and Backfilling
v SAMSS-M-006 Security and General purpose Fencing
v 09-SAMSS-097 Ready mix Concrete.
v 09-SAMSS-088 Concrete Aggregate
v G12. 100 Work Permit System
v EWIM2.15 Work Permit Procedure
v SAES-0-119 Work Permit Procedure
v GI-06-02-2008 SA Safety Manual
v SAES-A-111 Borrow Pit Requirements
v 
PIP-CVS-02100 Site preparation excavation and backfill specification
v SATIP-A-114-01 Site preparation, execution & Backfilling during Construction
v ASTM D4253 Maximum Index Density and Unit Weight of Soils Using a
Vibratory Table
v ASTM D4254 Minimum Index Density and Unit Weight of Soils and
Calculation of Relative Density
v ASTM D1557 Laboratory Compaction Characteristics of Soil Using
Modified Effort 56,000 ft- lbf /ft³ (2700 KN- M/M³)
v 
ASTM D6938 Test Methods for In-Place Density and Water Content of
Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
4. ABBREVIATIONS / DEFINITIONS
v SM Site Manager
v PQP Project Quality Plan
v QIP Quality Inspection Plan
v I/C In-Charge
v QA&QC Quality Assurance and Quality Control
v MS Method Statement
v PPE Personal Protective Equipment
v HSE Health, Safety & Environment
v IMTE Inspection, Measuring & Test Equipment
v FRM Form7
5. RESPONSIBILITIES
5.1 Area In charge will ensure that the excavation, backfilling and compaction activities are conducted according to this procedure, latest project drawings & specifications.
5.2 QA&QC inspector will assure that all the relevant work is carried out in conformance with project specification, PQP and QIP. In case of any non-conformance, it will be controlled through corrective action request (CAR).
5.3 QA&QC inspector & surveyor will ensure that location & levels of the excavations are as per approved drawings.7
6. PROCEDURES
6.1 Excavation
61.1 The surveyor will set coordinates as per relevant construction drawings and will inform area / excavation foreman of these coordinates & levels.
6.1.2 The identification & protection of underground services will be done as per project specifications.
6.1.3 If any underground services are detected the same will be exposed by hand digging and also use Cable detector for tracing electrical cable, underground Piping if any. Adequate protection & warning for the existing services will be ensured.
6.1.4 Dumping of unsuitable material will be done to disposal point and material fit for backfilling will be piled separately at a suitable location.
6.1.5 While excavation is in progress, area foreman will continuously monitor the level to avoid over excavation.
6.1.6 The QA & QC inspector and surveyor will check the lines & levels upon completion of excavation.
6.1.7 Upon acceptance of survey, the area will be released for subsequent activities.
6.1.8 The Structural excavation shall include excavations for footings, grade beams, pits, basements, retaining walls, man holes, catch basins, pipeline thrust anchors, etc.
6.1.9 The Excavation shall be performed as required by the design drawings to the dimensions, grades, and elevations as noted and as required for formwork and allowance for compaction equipment.
6.1.10 when soft and compressible soil is encountered at footing grades as shown on the drawings, such soil shall be removed and replaced with compacted fill or backfill as specified material or lean (2000 psi minimum 28-day compressive strength) concrete.
6.1.11 Over-excavation at footings shall be backfilled with compacted fill or backfill as specified material or lean (2000 psi minimum 28-day compressive strength) concrete.
6.1.12 Excavations adjacent to existing underground installations (e.g., piping, manholes, electrical and duct banks) or sidewalks shall use bracing and shoring to protect those installations during construction.
6.1.13 
when any excavation or trench reaches a depth of 1.2 m (4 ft.) or when soil banks are greater than 1.5 m (5 ft.), shoring shall be installed or the sides shall be sloped or benched. Specific requirements are given in Saudi Aramco Safety Management Guide 06-002-2008.
6.2 Drainage and Dewatering
6.2.1 All temporary drainage and dewatering methods and disposal of water are subject to approval by Saudi Aramco.
6.2.2 The Contractor shall employ temporary drainage measures during construction.
6.2.3 Ponding of water on placed fill or within excavations shall not be allowed.
6.2.4 Surface water shall be prevented from flowing into excavations by ditching, trenching, forming protective swales, pumping, or other approved measures.
6.2.5 If required in the contract documents, prior to excavation, an approved dewatering system shall be installed and operated when necessary to lower the groundwater.
6.2.6 All diverted and pumped water shall flow to specified collection areas and shall be disposed of as directed by the Saudi Aramco Company Representative.
6.2.7 Excavations for foundations and other underground installations shall not be used as temporary drainage ditches.
6.3 Backfilling
The contractor shall arrange backfill materials either on-site excavation, designated borrow areas, or off-site sources conforming to the following criteria or as recommended by a geotechnical report. All borrow material and its source of supply shall be approved by Saudi Aramco. Stockpiles of cohesive soil shall be protected from freezing.
6.3.1 Fill and Backfill Materials
Fill or backfill materials shall meet the requirements given below. Other fill materials may be used with the approval of the Supervisor, Civil Engineering unit and Consulting Services Department. The fill Material shall be used for all fills except where 'Select Fill Material' is specified as a minimum, 'Select Fill Material' shall be used within 0.6 m (2 ft.) of the bottom elevation of foundations, spread footings, or slabs-on-grade when fill is required to achieve final grade. 'Select Fill Material' shall also be specified for backfill which will be in contact with concrete or steel structures.
6.3.2 Clean Sand
Soil meeting the following gradation containing less than 3% weight of organic material or clay:
Sieve Size | Percent Passing |
¼ in (6.25 mm) | 100 |
No. 10 (2.00 mm) | 90 - 100 |
No. 200 (0.075 mm) | 10 or less |
6.3.3 Dune Sand
The wind-deposited sand consisting of relatively single-sized particles generally passing the No. 16 sieve (1.18 mm) and usually containing less than 10% soil particles passing the No. 200 sieve (0.074 mm)
6.3.4 Fill Material
Fill material shall consist of gravel, sand and/or marl. The maximum size of the fill material shall be one-half the lift thickness or 75 mm (3 inches), whichever is less. Fill material shall be free of frozen lumps, organic matter, trash, chunks of highly plastic clay or other unsatisfactory material.
6.3.5 Select Fill Materials
The selected fill material shall be composed only of inorganic material and shall have 100% passing the 50 mm sieve and from 0-20% passing the No. 200 sieve. The portion of the material passing the No. 40 sieve shall have a maximum liquid limit of 35 and maximum plasticity index of 12. Atterberg limit are not required for select fill material less than 15% fines passing the No. 200 sieve.
6.3.6 Compaction Water
The Water used for compaction of fill material shall be reasonably free of salts, oil, acid, alkalis, organic matter, or other deleterious substances. Use of water with a TDS in excess of 10,000 ppm such as brackish water, seawater or water obtained from ground pits such as subkha water is not allowed unless it is proven and verified by the Company Representative and the Project Inspection Representative that there is no other source of water available within 20 km and all concrete to be supported by or buried within the fill is designed for either Exposure Type II or III as defined in SAES-Q-001.
6.3.7 Fill Placement & Compacting
6.3.7.1 Filling work shall consist of hauling, placing, compacting, testing and finishing fill areas to the grades and lines as shown in the construction drawings.
6.3.7.2 The areas to receive fill shall be proof-rolled with pneumatic-tired or vibratory rollers. Any areas that fail to density or that ruts excessively shall be cut to the depth of the loose material and replace to suitable fill.
6.3.7.3 Fill material shall be placed in lifts not exceeding 200 mm (8 in) in loose depth. Fill materials shall be placed in lifts not exceeding 100 mm (4 in) in loose depth for hand-operated compaction. Other lift thicknesses may be approved by the appropriate Saudi Aramco Inspection Representative based on a field test section using the intended compaction equipment.
6.3.7.4 Fill or backfill placed beneath and/or adjacent to grade beams, mats, buildings, and process areas shall be compacted to at least 90% of the maximum Modified Proctor density as determined by ASTM D1557. For cohesion less free draining soils, 70% relative density as determined by ASTM D4253 and ASTM D4254 shall be used. For foundation static loads over 320 KPA (6500 PSF) and foundations for vibrating or heavy machinery as defined in SAES-Q- 007, and for asphalt and concrete pavement subgrades, fill shall be compacted
to 85% relative density for cohesion less soils or 95% of the maximum density as determined by ASTM D1557 for cohesive materials.
6.3.7.5 Good drainage shall be maintained at all times and pounding of water on the fill shall be prevented.
6.3.7.6 Backfilling shall be placed and compacted uniformly in such a manner as to prevent wedging action or eccentric loading upon on adjacent structures.
6.3.7.7 Aramco approved third party shall be performed Inspection
6.3.7.8 Fill and backfill adjacent to structures such as retaining walls, pits, and basements shall not be compacted with heavy equipment, but shall be compacted with hand-operated equipment to a distance of 1.2 meters (4 feet) or greater beyond the sides of the structures. Every effort shall be made to place backfill materials symmetrically and in uniform layers to prevent unnecessary eccentric loading on a structure or foundation.
6.3.7.9 The moisture content of the material being compacted shall be within 3%, plus or minus, of the optimum moisture content as determined by ASTM D1557. However, for cohesion less free draining soils when ASTM D4253/ASTM D4254 is the appropriate test procedures, there is no applicable optimum moisture content.
6.3.7.10 Compaction by water jetting or flooding is not permitted for most fill material. However, flooding may be used if the fill material is cohesion less freely draining sand.
6.3.7.11 The clean sand or dune sand is used for fill, surface protection will be required. A cap layer of compacted cohesive material 150 to 300 mm (6 to 12 in) in thickness will generally be sufficient. Capping material shall have a maximum size of one-half lift thickness or 75 mm (3 in), whichever is less, and shall have between 11-35% passing the No. 200 sieve. The capping material shall have a maximum liquid limit of 35 and a maximum plasticity index of 12, per ASTM D4318.
6.3.7.12 The area in charge will ensure that particular area has been cleared.
6.3.7.13 
Compacting shall begin only after the fill or backfill has been properly placed and the material to be compacted is at the proper moisture content. Compaction shall be performed with equipment compatible with soil type.
6.4 Field Density Test (FDT)
6.4.1 Standardize the device in accordance with the manufacturer’s instruction manual.
6.4.2 Locate test points on the particular area to be tested.
6.4.3 Make hole perpendicular to the prepared surface for test using the guide plate and the hole-forming device or by drilling if necessary. The hole shall be of such depth corresponding to the thickness of fill to be tested or must be deeper than the depth to which the probe will be placed.
6.4.4 Set the gauge on the soil surface carefully aligning it with the marks on the soil so that the probe will be directly over the pre-formed hole.
Insert the probe on the hole.
6.4.5 Seat the gauge firmly by rotating it about the probe with a back and forth motion and pull gently on the gage direction that will bring the side of the probe against the side of the hole that is closest to the detector.
6.4.6 Secure and record one or more readings for the normal measurement period.
6.4.7 Determine the ratio of the reading to the standard count. From this count ratio and the appropriate calibration and adjustment data, determine the in-place wet density.(Note: Some instrument have built-in functions which can compute the in-place wet density and to enter an adjustment bias. In addition to, some instruments have the provision to measure and compute the water content and dry density in-place.
6.4.8 In-place density and moisture content of soils shall be determined by the sand-cone method per ASTM D1556, nuclear method per ASTM D6938, the rubber balloon method per ASTM D2167, or the drive-cylinder method per ASTM D2937. Acceptance testing of in-place density and moisture content (field density testing) on compacted fill will be performed at the following rates:
v Under all foundations - one test every 1000 ft² (90 m²) of each lift.
v Under area paving - one test every 2000 ft² (180 m²) of each lift.
v Road base and sub-base - one test every 2000 ft² (180 m²) of base or sub- base.
v Backfill of trenches - one test for every 50 linear ft² (15 m) of each lift
v General fill - one test every 5000 ft² (460 m²) of each lift.
6.4.8 Calculation and Results
Based on the data generated from the machine the percentage compaction (% Compaction) can be computed as follows:
In-place dry density
% Compaction = X 100
Lab. Maximum Dry Density
Where:
In-place dry density = value taken from the instrument used.
Laboratory Maximum Dry Density = value calculated in the laboratory using the test method, ASTM D-698 / ASTM D1557 or ASTM D4254 / ASTM D4253
7. INSPECTION
7.1 All Inspection shall be performed as per SATIP-A-114-01.
7.2 If the compaction is in trenches, the trench bottom should be inspected in accordance with Attachment I of SAEP-1150.
7.3 Each layer of backfill should also be inspected in accordance with SAEP-1150.
7.4 Inspection shall be performed after preparation of existing sub-grade and after each layer of compacted fill.
8. TOOLS AND EQUIPMENTS
v Wheel Loader
v Dump Truck
v Compactor
v Back Hoe Loader (JCB)
v Water Boozer
v Set of Nuclear Gauge Instrument
v Site Preparation Device
v Drive Pin
v Drive Pin Extractor
9. HSE INSTRUCTIONS
9.1 Material or equipment should be maintained in an orderly manner and labeled in accordance with statutory requirements and use in safe manner.
9.2 All efforts shall be made to keep the environment clean.
9.3 All personnel involved will use necessary PPE as required such as safety helmet, glasses, shoes, gloves, ear plugs, dust mask etc.
9.4 The workers will be made aware of HSE requirements related to this activity through daily toolbox and HSE orientation.
9.5 Warning lights will be installed on all mobile equipment.
9.6 Engineer (HSE) will inspect all equipment prior to use.
L E GE ND
D FOUNDATION PL AN F 3 IP I
F OR PIPE SUPPOR T
F OUNDATI ON PL AN F 4 /P F OR PIPE SUP POR T
RE F ERENCE ORA¥/INGS
A S E C T 1 0 N
D S E C T 1 0 N
B S E C T 1 0 N
C V I E W
FOUNDATION PL AN F I /P F OR PIPE SUP POR T
10-0T036-000I ’ .
