Engineering Standard
01 February 2022
SAES-A-114
Excavation and Backfill
Document Responsibility: Geotechnical Standards Committee
Previous Revision: 18 April 2019
Contact: (SPYROPEX)
Next Revision: 18 April 2024
Page 1 of 29
© Saudi Arabian Oil Company, 2022
Saudi Aramco: Company General Use
Document Responsibility: Geotechnical Standards Committee
Issue Date: 01 February 2022
Next Revision: 18 April 2024
SAES-A-114
Excavation and Backfill
Contents
Summary of Changes...................................................................................................... 3
1
Scope ....................................................................................................................... 4
2
Conflicts and Deviations ........................................................................................... 4
3
References ............................................................................................................... 4
4
Terminology .............................................................................................................. 6
5. General ..................................................................................................................... 8
6.
Fill and Backfill Requirements ................................................................................ 14
7. Excavation .............................................................................................................. 23
8
Non-Metallic Applications ....................................................................................... 26
Document History .......................................................................................................... 27
Appendix Summary of Fill Placement and Compaction Requirements ......................... 28
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Document Responsibility: Geotechnical Standards Committee
Issue Date: 01 February 2022
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SAES-A-114
Excavation and Backfill
Summary of Changes
Paragraph Number
Previous Revision
Current Revision
(18 April 2019)
(01 February 2022)
N/A
N/A
Change Type
(Addition, Modification,
Deletion, New)
N/A
© Saudi Arabian Oil Company, 2022
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Technical Change(s)
Editorial revision to extend the
next revision date.
Page 3 of 29
Document Responsibility: Geotechnical Standards Committee
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1
SAES-A-114
Excavation and Backfill
Scope
This engineering standard defines the requirements for excavation, placement,
compaction, inspection, and management of earth and rock materials during
construction and/or maintenance.
2
Conflicts and Deviations
Any conflicts between this document and other applicable Mandatory Saudi
Aramco Engineering Requirements (MSAERs) shall be addressed to the EK&RD
Coordinator.
Any deviation from the requirements herein shall follow internal company
procedure SAEP-302.
3
References
All referenced specifications, standards, codes, drawings, and similar material
are considered part of this engineering standard to the extent specified, applying
the latest version, unless otherwise stated.
3.1
Saudi Aramco References
Saudi Aramco Engineering Procedures (SAEP)
SAEP-302
Waiver of a Mandatory Saudi Aramco Engineering
Requirement
Saudi Aramco Engineering Standards (SAES)
SAES-A-100
Survey Coordinates, Datum, and Data Formats
SAES-A-113
Onshore Geotechnical Engineering Requirements
SAES-L-450
Construction of on-Land and Near-Shore Pipelines
SAES-L-460
Pipeline Crossings under Roads and Railroads
SAES-L-470
Trenchless Pipelines Construction Requirements
SAES-Q-001
Criteria for Design and Construction of Concrete Structures
SAES-Q-006
Asphalt and Sulfur Extended Asphalt Concrete Paving
SAES-S-070
Installation of Utility Piping Systems
Saudi Aramco General Instructions
GI-1021.000
Street and Road Closure: Excavation, Reinstatement, and
Traffic Controls
Saudi Aramco Manuals
Construction Safety Manual
Blasting Manual
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SAES-A-114
Excavation and Backfill
Saudi Aramco Safety Management Guide
Guide No. 06-002-2008
3.2
Excavations and Shoring
Industry Codes and Standards
American Concrete Institute (ACI)
ACI 229R
Controlled Low-Strength Materials
American Society for Testing and Materials
ASTM C136
Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates
ASTM D422
Standard Test Method for Particle-Size Analysis of Soils
ASTM D1140
Standard Test Method for Amount of Material in Soils Finer
than the No. 200 (75-um) Sieve
ASTM D1556
Standard Test Method for Density and Unit Weight of Soil in
Place by the Sand-Cone Method
ASTM D1557
Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Modified Effort 56,000 ft-lbf/ft³
(2,700 KN- M/M³)
ASTM D2167
Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D2487
Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System)
ASTM D2937
Standard Test Method for Density of Soil in Place by the
Drive-Cylinder Method
ASTM D4253
Standard Test Method for Maximum Index Density and Unit
Weight of Soils Using a Vibratory Table
ASTM D4254
Standard Test Method for Minimum Index Density and Unit
Weight of Soils and Calculation of Relative Density
ASTM D4318
Standard Test Method for Liquid Limit, Plastic Limit and
Plasticity Index of Soils
ASTM D5777
Standard Guide for Using the Seismic Refraction Method for
Subsurface Investigation
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ASTM D5778
SAES-A-114
Excavation and Backfill
Standard Test Method for Electronic Friction Cone and
Piezocone Penetration Testing of Soils
ASTM D6938
Standard Test Methods for In-Place Density and Water
Content of Soil and Soil-Aggregate by Nuclear Methods
(Shallow Depth)
ASTM D7380
Standard Test Method for Soil Compaction Determination at
Shallow Depths Using 5-lb (2.3 kg) Dynamic Cone
Penetrometer
ASTM D7698
Standard Test Method for In-Place Estimation of Density and
Water Content of Soil and Aggregate by Correlation with
Complex Impedance Method
ASTM D7830/
Standard Test Method for In-Place Density
D7830M
(Unit Weight) and Water Content of Soil Using an
Electromagnetic Soil Density Gauge
Process Industry Practices (PIP)
PIP CVS02100
4
Terminology
4.1
Acronyms
4.2
Site Preparation, Excavation and Backfill Specification
CSD
Consulting Services Department
FEL
Front End Loading
Definitions
Brackish Water: Water with Total Dissolved Solids of 10,000 ppm or more.
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
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SAES-A-114
Excavation and Backfill
Company Representative: Saudi Aramco's authorized representative with
overall authority and responsibility for the project.
Contract or Contract Documents: Any and all documents, including design
drawings, which Saudi Aramco has transmitted or otherwise communicated,
either by incorporation or by reference, and made part of the legal contract or
purchase order agreement between Saudi Aramco and the Contractor.
Contractor: The party responsible for performing excavation and backfill,
including work executed through the use of sub-contractors.
Controlled Low Strength Material (CLSM): A flowable, self-compacting,
cementitious material used primarily as a backfill in place of compacted fill.
Dune Sand: 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).
Fill Material: See General Fill Material.
General Fill Material: Inorganic soil or rock meeting the requirements in Section
6.1.1.
Hard Rock: Rock that cannot be excavated using typical excavation equipment.
See Rock Excavation, Section 7.5.
Marl: A wide variety of calcareous soil materials found in Saudi Arabia which
may vary from clay to gravel sizes and often include cobble and boulder sized
pieces.
Rock: “Rock” may refer to anything from boulder-size individual pieces to hard,
intact bedrock. See Section 7.5 for classification of rock by excavation methods.
Sabkha: A saline (generally coastal) deposit generally consisting of saturated,
loose silty sand and possibly clay.
Select Fill Material: Gravel, sand, clay, or silt, or a mixture of these constituents
meeting the requirements in Section 6.1.2.
Soft Rock: Weak and fractured rock formations that can be excavated using
typical excavation equipment. See Normal Excavation, Section 7.5.
Stable Rock: Natural solid mineral matter that can be excavated with vertical
sides and remain intact while exposed. It is usually identified by a rock name
such as limestone or sandstone.
Structural Fill: Select Fill Material as per Section 6.1.2.
Vibrating or Heavy Machinery: Centrifugal rotating machinery greater than
500 horsepower, reciprocating machinery greater than 200 horsepower, and all
table-top special purpose equipment.
PIP CVS02100: Site Preparation, Excavation and Backfill Specification
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5.
General
5.1
Quality Control
SAES-A-114
Excavation and Backfill
The Contractor shall institute a quality control program that will verify or ensure
that the work performed under the Contract meets the requirements of this
Standard and the Contract Documents. Saudi Aramco shall have access to all
facilities and records of the Contractor for the purpose of conducting performance
inspection/audits. During the audit, any inspection, test reports, and/or
engineering analyses and calculations associated with the scope of work shall be
furnished upon request.
Inspection and Testing Agency
5.1.1 The Contractor's quality control testing requirements shall be performed
by either a Saudi Aramco-approved independent testing agency or by the
Contractor's own laboratory, approved by the Saudi Aramco Inspection
Department.
5.1.2 All required laboratory and field acceptance tests required in Section 6.4
and all seismic refraction testing required in Section 7.5 shall be performed
by a Saudi Aramco-approved independent testing agency.
5.1.3 If testing and/or inspection is done by Saudi Aramco, this does not relieve
the Contractor of the responsibility to meet all requirements of this
Standard. Should it be later found that some work has been completed
not in compliance with this standard, it shall remain the Contractor's
responsibility to repair or reconstruct deficient work until specifications are
met at no cost to Saudi Aramco.
5.2
Submittals
The Contractor shall be responsible for transmitting the following submittals to
the Saudi Aramco Company Representative:
5.2.1 Compaction Test Reports, including all laboratory and field test logs and
comments. Field test reports shall include density and moisture content
test logs indicating location by coordinates and elevation as per
SAES-A-100. Reports shall be submitted as follows:
5.2.1.1 Daily “pass” or “fail” reports.
5.2.1.2 A summary report with test logs shall be submitted weekly or as
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SAES-A-114
Excavation and Backfill
required by Saudi Aramco.
5.2.1.3 A complete record of all test logs and comments for permanent
project records shall be submitted at earthwork completion.
5.2.2 Fill Materials and Water Test Reports. Sources and test results of all fill
materials and compaction water shall be submitted to Company
Representative for approval from Project Inspection Department prior to
beginning fill operations. Compaction water shall be tested for Total
Dissolved Solids, Chloride (Cl-) and Sulfate (SO4) contents according to
SAES-Q-001.
5.2.3 Controlled Low Strength Material (CLSM) mix design and 28-day
compressive strength shall be submitted to Company Representative for
CSD review and acceptance prior to use on the site.
5.2.4 Excavation Plan, including a Pre-Excavation checklist, as per the Saudi
Aramco Construction Safety Manual and Safety Management Guide
06-002-2008 shall be submitted prior to beginning excavation.
Consulting Services Department review of the Excavation Plan is
required if excavation depth is greater than 6 m or if the Plan includes
support or protection for existing structures, foundations or underground
utilities.
Note:
A geotechnical investigation as per SAES-A-113/paragraph 6.1 is
required.
All excavations, including shoring and sheeting materials and systems
shall meet the minimum requirements established by the Construction
Safety Manual and Saudi Aramco Safety Management Guide 06-0022008. If an Excavation Plan is required and shoring is used, the
Contractor’s Excavation Plan shall:
a) Describe the materials and shoring system to be used.
b) Indicate whether or not any components will remain after filling or
backfilling.
c) Provide plans, sketches and/or detail along with calculations.
d) Indicate the sequence and method of shoring installation and
removal.
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5.2.5 Dewatering Plan. If dewatering of an excavation is required, the
Contractor shall submit proposed methods and details to the Saudi
Aramco Company Representative for review and approval, before
beginning dewatering and excavation.
5.3
Environmental
5.3.1 Contaminated Soils
Known contaminated soils within the construction limits shall be managed
in accordance with a contaminated soil management plan provided by
Saudi Aramco prior to the start of excavation. If unexpected soil
contamination is encountered during the work, the Contractor shall stop
work and notify the Saudi Aramco Company Representative immediately.
5.3.2 Erosion/Sediment Control
The Contractor shall ensure that all slopes and other areas subject to
erosion shall be maintained using temporary erosion and sediment
control measures during construction or until relieved by the Saudi
Aramco Company Representative or until permanent measures are
completed and functioning in a satisfactory manner.
5.3.3 Dust Control
The Contractor shall employ dust control measures during construction.
The adequacy of the dust control shall be determined by the Saudi
Aramco Company Representative.
5.4
Drainage and Dewatering
A Dewatering Plan shall be submitted to the Saudi Aramco Company
Representative as per Section 5.2.5
5.4.1 All temporary drainage and dewatering methods and disposal of water are
subject to approval by Saudi Aramco.
5.4.2 The Contractor shall employ temporary drainage measures during
construction. Ponding of water on placed fill or within excavations shall not
be allowed.
5.4.3 Surface water shall be prevented from flowing into excavations by ditching,
trenching, forming protective swales, pumping, or other approved
measures.
5.4.4 Based on the Geotechnical report, prior to excavation, an approved
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SAES-A-114
Excavation and Backfill
dewatering system shall be installed and operated when necessary to lower
the groundwater.
5.4.5 All diverted and pumped water shall flow to specified collection areas and
shall be disposed of as directed by the Saudi Aramco Company
Representative. Excavations for foundations and other underground
installations shall not be used as temporary drainage ditches.
5.4.6 Disposal of drainage water and groundwater contaminated with oil,
gasoline, diesel, solvents and/or other chemicals shall be approved by the
Environmental Protection Department.
5.5
Safety and Protection
The Contractor shall place and maintain in good condition temporary fences,
guardrails, barricades, lights, shoring, bracing, and other protective measures
required for the safety of personnel and the premises as described in the Saudi
Aramco Construction Safety Manual.
5.5.1 Required Permits and Procedures
5.5.1.1 All necessary permits must be obtained from Saudi Aramco prior
to performing any earthwork.
5.5.1.2 All rock blasting shall follow the procedures in the Saudi Aramco
Blasting Manual.
5.5.2 Excavation Safety
An Excavation Plan shall be submitted to the Saudi Aramco Company
Representative as per Section 5.2.4.
All excavation and trenching shall be done in accordance with Saudi Aramco
safety requirements including, but not limited to, the Saudi Aramco Construction
Safety Manual and Safety Management Guide 06-002-2008, including:
•
Provision of safe entry and exit.
•
Precautions for Hazardous Atmospheres and Confined Spaces.
•
Provision and maintenance of edge protection, clearances,
barricades, and fixed lighting.
•
Protection of underground utilities and installations.
•
Protection against sidewall cave-in. Shoring shall be installed or
the sides shall be sloped or benched when any excavation or
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trench reaches a depth of 1.2 m or when soil banks are greater
than 1.5 m.
Note:
Specific requirements are given in Saudi Aramco Safety Management Guide
06-002-2008.
•
Provision of proper inspection frequency.
•
Proper backfilling and removal of shoring. Shoring may be left
in-place if so indicated in the approved Excavation Plan.
5.5.3 Hazard Mitigation
5.5.3.1 Whenever Saudi Aramco determines that any excavation or
embankment or fill which was created by a Contractor and which is a
hazard to life and limb, or endangers property, or adversely affects the
safety, use or stability of a roadway or drainage channel, the responsible
Contractor shall immediately repair or eliminate such excavation or
embankment so as to eliminate the hazard.
5.5.3.2 Any construction or maintenance work which restricts the full use
of a pedestrian or vehicular roadway shall comply with GI-1021.000,
Street and Road Closure: Excavation, Reinstatement and Traffic Controls.
5.5.4 Protection of Existing Facilities
5.5.4.1 The Contractor shall be responsible for avoiding damage to all
existing facilities. Unless otherwise specified, any damage by the
Contractor during performance of the work shall be repaired or replaced
by the Contractor to the satisfaction of the Saudi Aramco Company
Representative at no cost to Saudi Aramco.
5.5.4.2 No excavation is permitted under existing foundations.
Excavations are not allowed to intersect a 45-degree plane extending
downward from the bottom edge of existing foundations unless an
engineered support system, approved as part of the Excavation Plan, is in
place prior to the start of work or the excavation is in stable rock.
5.5.4.3 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. In
general, protection is required if the excavation will intersect a 45-degree
plane extending downward from the bottom of the structure or utility to be
protected.
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5.5.4.4 Structures that require passive soil pressure for stability (e.g., light
poles or tower foundations) shall be properly braced whenever an
excavation is within the passive pressure zone (generally a distance of 1.5
times the embedment depth of the foundation). Fill or backfill of the
excavation must meet the compaction requirements in sections 6.3.6.1 or
6.3.6.2 as applicable.
5.5.4.5 All reference points, property markers, bench marks, monuments,
etc., shall be carefully maintained during excavation, backfilling,
compaction and earthwork. Unless otherwise specified, damage to a
reference point by the Contractor during performance of the work shall be
reported to Saudi Aramco and repaired or replaced by the Contractor to
the satisfaction of the Saudi Aramco Company Representative at no cost
to Saudi Aramco.
5.5.4.6 The Contractor shall be responsible for preserving and avoiding
damage to trees, shrubs, and all other vegetation in the areas beyond the
designated excavation area.
5.5.5 Trenching through Roads and Pavements
Reinstatement of roads and pavements after trenching shall comply with
SAES-Q-006 and GI-1021.000, Street and Road Closure: Excavation,
Reinstatement and Traffic Controls.
5.5.6 Clean Up
5.5.6.1 Soil that is spilled or washed onto paved areas or streets shall be
removed daily or as directed by the Saudi Aramco Company
Representative.
5.5.6.2 Soil that is spilled or washed into drains, pipes, gutters, or ditches
or onto adjacent sites shall be removed daily. The Contractor shall provide
measures to prevent recurrence.
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6.
Fill and Backfill Requirements
6.1
Fill and Backfill Materials
SAES-A-114
Excavation and Backfill
Fill and backfill materials shall conform to the criteria in sections 6.1.1, 6.1.2,
6.1.3, and 6.1.4 below or as recommended by a geotechnical report as per
SAES-A-113.
All sources of supply shall be approved by Saudi Aramco.
Stockpiles shall be placed, graded, and shaped for proper drainage. Storage or
stockpiling of material shall not be permitted on a completed subgrade.
Stockpiles of cohesive soil shall be protected from freezing.
Soils shall be classified per ASTM D2487.
6.1.1 General Fill Material
6.1.1.1 General 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.
6.1.1.2 Fill material shall be free of frozen lumps, organic matter, trash,
chunks of highly plastic clay (classified as CH as determined by ASTM
D2487) or other unsatisfactory material.
6.1.2 Select Fill Material
6.1.2.1 Select Fill or ‘Structural Fill’ shall be composed only of inorganic
material and shall have 100% passing the 5 cm (2 in) sieve and from 0 to
20% passing the No. 200 sieve.
6.1.2.2 The portion of Select Fill material passing the No. 40 sieve shall
have a maximum liquid limit of 35 and a maximum plasticity index of 12
per ASTM D4318. Liquid limit and plastic limit tests are not required for
select fill material with less than 15% passing the No. 200 sieve.
Notes:
Clean sand and dune sand may be used as Fill or Select Fill Material. If
sand is used as fill material, see paragraphs 6.3.3.5 and 6.3.8.
Cohesionless materials (sand or gravel) are recommended for Fill or
Select Fill Material below the highest natural groundwater level.
6.1.3 Controlled Low-Strength Material (CLSM)
6.1.3.1 CLSM or “flowable fill” may be substituted for either Select Fill
Material or general Fill Material, where approved by the Chairman, Civil
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Excavation and Backfill
Standards Committee. CLSM is recommended where traditional
compaction is difficult (i.e., narrow or congested excavation backfill).
6.1.3.2 Unless otherwise specified, CLSM shall be in accordance with ACI
229R.
6.1.3.3 The mix design shall be proportioned to produce a 28-day compressive
strength between 0.7 and 1.4 MPa (100 and 200 psi), pretested using the
actual raw materials and approved by the Chairman, Civil Standards
Committee before use on the project. Compressive strengths above or
below this range may be approved by the Chairman, Civil Standards
Committee based on future excavation requirements.
Note:
Per ACI 229R: The ability to excavate CLSM is an important
consideration on many projects. In general, CLSM with a compressive
strength of 0.3 MPa (50 psi) or less can be excavated manually.
Mechanical equipment, such as backhoes, are used for compressive
strengths of 0.7 to 1.4 MPa (100 to 200 psi). Mixtures using high
quantities of coarse aggregate can be difficult to remove by hand, even
at low strengths. Mixtures using fine sand or only fly ash as the
aggregate filler has been excavated with a backhoe up to strengths of
2.1 MPa (300 psi).
6.1.3.4 Unless otherwise specified, witness inspection only shall be required for
field testing of CLSM.
6.1.3.5 CLSM shall be allowed to harden a minimum of 6 hours prior to
proceeding with construction over the CSLM.
6.1.4 Other fill materials (e.g., rock fill, lean concrete, etc.) may be used with the
approval of the Chairman, Geotechnical Standards Committee.
6.1.5 Compaction Water
6.1.5.1 Water used for compaction of fill material shall be reasonably free of salts,
oil, acid, alkalis, organic matter, or other deleterious substances.
6.1.5.2 Use of water with Total Dissolved Solids of 10,000 ppm or more (i.e.,
brackish water, seawater or water obtained from ground pits such as
sabkha water) shall align with environmental exposure requirements set in
Tables 1 and 2 of SAES-Q-001.
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6.2
SAES-A-114
Excavation and Backfill
Preparation of Areas to Receive Fill, Pavement or Loads
6.2.1 Areas to receive fill, foundations, or pavement shall be free of organic
material, trash, or other unsuitable material.
6.2.2 Proper drainage shall be maintained at all time so that the site is free of
standing water. Any soil that becomes saturated shall be removed
completely or as specified by the Company Representative.
6.2.3 Areas, in horizontal plane or side slope, shall be prepared for fill or loading
as follows:
6.2.3.1 The site shall be proof-rolled and inspected for soft spots or loose zones.
Proof roll may be defined as crossing the area with a heavy (minimum 10ton weight) rubber-tire or steel-wheel roller.
6.2.3.2 All observed soft spots or loose zones shall be compacted in-place or
excavated to firm soil and replaced with fill material compacted to the
specifications in Section 6.3.6.
6.2.3.3 Top 150 mm scarified and re-compacted. The density of the top 150 mm
in these areas shall not be less than 90% of the maximum Modified
Proctor density (ASTM D1557) or 70% relative density (ASTM D4253 and
ASTM D4254) for cohesionless freely draining soil.
6.3
Fill Placement and Compaction
Note:
A summary of fill placement and compaction requirements is included as an
Appendix to this standard.
6.3.1 Select Fill Material shall be specified:
6.3.1.1 Within 0.6 m of the bottom elevation of foundations, spread footings,
slabs-on-grade and pavements when fill is required to achieve final grade.
In general, Select Fill Material shall be specified for entire lifts and not
interspersed with General Fill Material within the same lift.
Note:
Foundations may be constructed directly on undisturbed soil. Excavation
of undisturbed soil and replacement with Select Fill Material shall not be
performed except as noted in 6.2.3.2 or 7.2.2 or as recommended in a
geotechnical report as per SAES-A-113.
6.3.1.2 For backfill which will be in contact with concrete or steel structures.
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6.3.1.3 All other areas not designated above or otherwise specified in as Select
Fill Material in the design drawings may be filled or backfilled using
General Fill Material.
6.3.2 Before placement of fill, the area to receive the fill shall be prepared in
accordance with Section 6.2. In addition:
6.3.2.1 In no case shall compaction be allowed on slopes greater than 1 (V) to 5
(H). A series of horizontal benches, steps, or terraces, at least 1
compactor width, should be cut into existing and natural slopes prior to
adding new fill to key the new fill into the underlying soil.
6.3.2.2 Construction of new slopes shall be accomplished by compacting
horizontal fill layers at least 1 compactor width beyond the design edge of
the slope and then trimming back to achieve the final slope dimensions.
6.3.3 Fill material shall be placed in uniform loose lifts not exceeding the following
criteria, provided that the specified compaction is achieved for the full depth.
6.3.3.1 Select Fill Material shall be placed in lifts of 200 mm maximum in loose
depth.
6.3.3.2 General Fill Material shall be placed in lifts of 300 mm maximum in loose
depth.
6.3.3.3 General Fill Material and Select Fill Material shall be placed in lifts of 100
mm maximum in loose depth for hand-operated compaction equipment.
6.3.3.4 Other lift thicknesses may be approved by the appropriate Saudi Aramco
Inspection Representative based on a field test section using the intended
compaction equipment and verification that compaction was achieved for
the full depth.
Notes:
Impact rollers can compact soils in lifts exceeding 1 m.
Rapid Impact Compaction (sometimes referred to as shallow dynamic
compaction or rapid dynamic compaction) can compact soils in lifts up to
4 m provided the following:
•
Presence of non-cohesive (sandy) materials.
•
Particles finer than No. 200 sieve shall not exceed 15%.
•
Trials to be undertaken (prior of the main production works) for verifying the
suitability of such method and the parameters to be utilized.
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In-situ Cone Penetration Tests (CPT) should be used for verifying compliance to
project specifications (acceptance criteria are related to the requirements of
Relative Density as per Section 6.3.6). Such tests should be undertaken on
treated ground between Rapid Impact Compaction points as per ASTM D5778.
See Section 6.4.2.6 for use of a method statement for compaction
procedure with reduced testing requirements.
6.3.3.5 If clean sand or dune sand is used for fill, the compacted sand shall be
kept wet until the next layer is placed.
Note:
Sand that has been allowed to dry out will uncompact under vehicle or
pedestrian traffic. Continuous watering is required to maintain compaction
until the next lift is in-place.
6.3.4 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.
6.3.4.1 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.
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6.3.4.2 For cohesionless freely draining soils when ASTM D4253/ ASTM D4254
are the appropriate test procedures, there is no applicable optimum
moisture content.
6.3.5 Compaction shall be performed with equipment compatible with soil type.
6.3.5.1 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 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.
6.3.5.2 Compaction by water jetting or flooding is not permitted for most fill
material. However, flooding with positive drainage may be used if the fill
material is cohesionless freely draining sand. Density requirements as
provided within 6.3.6 shall be followed.
Note:
Water flooding with positive drainage may be the most effective
compaction technique for poorly graded and single-size sands, as these
sands are difficult to compact with mechanical compactors .
6.3.6 Fill and backfill layers shall be uniformly compacted in accordance with the
following density requirements:
6.3.6.1 All Select Fill Material and any fill beneath and/or adjacent to foundations,
grade beams, mats, buildings, lined slopes or drainage channels, and
process areas:
•
At least 90% of the maximum Modified Proctor density as
determined by ASTM D1557, or
•
At least 70% Relative Density as determined by
ASTM D4253 and ASTM D4254 for cohesionless granular soils
that do not exhibit well-defined moisture density relationship.
6.3.6.2 Select Fill Material beneath and/or adjacent to foundations with static
loads over 320 kPa and foundations for vibrating or heavy machinery:
•
At least 95% of the maximum Modified Proctor density as
determined by ASTM D1557, or
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At least 85% Relative Density as determined by
ASTM D4253 and ASTM D4254 for cohesionless granular soils
that do not exhibit well-defined moisture density relationship.
6.3.6.3 Asphalt and concrete pavement subgrades:
•
At least 95% of the maximum Modified Proctor density as
determined by ASTM D1557, or
•
At least 85% Relative Density as determined by
ASTM D4253 and ASTM D4254 for cohesionless granular soils
that do not exhibit well-defined moisture density relationship.
6.3.6.4 General Fill Material for areas not designated as open or landscaped:
•
At least 90% of the maximum Modified Proctor density as
determined by ASTM D1557, or
•
At least 70% Relative Density as determined by
ASTM D4253 and ASTM D4254 for cohesionless granular soils
that do not exhibit well-defined moisture density relationship.
6.3.6.5 General Fill Material for areas designated as open or landscaped:
•
At least 85% of the maximum Modified Proctor density as
determined by ASTM D1557, or
•
At least 65% Relative Density as determined by
ASTM D4253 and ASTM D4254 for cohesionless granular soils
that do not exhibit well-defined moisture density relationship.
6.3.6.6 Working platforms for compaction on sabkha deposits
shall be compacted as necessary to achieve a stable base. Sabkha
working platforms must be indicated as such and accounted for in the
design. Compaction testing of working platforms is not required.
Notes:
Compaction to the required densities indicated in Section 6.3 are virtually
impossible to achieve in the first layer placed directly on sabkha and
similar very weak soils. A working platform to provide a stable base is
often required.
A 500 mm thick layer of fill material placed directly on the sabkha
compacted as well as possible is usually sufficient. Stripping of the sabkha
“crust” prior to fill placement is not recommended. A geotextile layer
between the sabkha and the working platform provides a capillary break
and improves both short-term (construction) and long-term performance of
the engineered fill.
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6.3.6.7 Topsoil identified as “for planting purposes” is exempted from compaction
requirements.
6.3.7 Compacted surfaces of fill and backfill shall be finish graded to the cross
sections, lines, grades, and elevations as indicated on the drawings.
6.3.8 Surficial erosion protection, as approved by the Company Representative,
shall be provided when:
6.3.8.1 Clean sand or dune sand is used for fill, or
6.3.8.2 Final slopes are steeper than 1 (V) to 5 (H).
Note:
Typical surficial erosion protection (when clean sand or dune sand is
used for fill) includes select fill material (where required as per Section
6.3.1), cohesive marl minimum 150 mm thick (classified as SC, ML, or
CL as determined by ASTM D2487, compacted as per Section 6.3.6),
soil-cement (minimum 5% cement by weight). For slopes steeper than 1
(V) to 5 (H) surficial erosion protection includes chemical polymer or geocells. For channels or wadis riprap or asphalt/concrete surfacing may be
used.
6.4 Testing and Inspection Requirements
6.4.1 Laboratory Control Tests
6.4.1.1 Tests of gradation, plasticity, density, and moisture content shall be
performed for each type of fill material. These tests shall include the
following:
Required tests for cohesive soils:
•
Sieve analysis (ASTM C136, ASTM D422, or
ASTM D1140)
•
Plasticity Index determination (ASTM D4318)
•
Modified Proctor Test (ASTM D1557) with corresponding Proctor
curve.
Required tests for cohesionless soils:
•
Sieve analysis (ASTM C136, ASTM D422, or
ASTM D1140)
•
Relative Density determination (ASTM D4253 and ASTM D4254).
When the backfill material cannot clearly be classified as cohesive or
cohesionless both Relative Density and Proctor density tests must be
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performed per the above paragraph. The backfill shall then be compacted
to the greater density.
6.4.1.2 Laboratory Control Test Frequency
•
The control tests specified in Section 6.4.1.1 shall be conducted at
a minimum for every 10,000 m3 where the fill material is uniform or
for every change of source or material type.
•
Every effort should be made to ensure that the fill material is
uniform. However, in situations when the fill is (1) from a single
borrow area but non-uniform in composition, or (2) a stockpile from
multiple sources, the tests in Section 6.4.1.1 shall be conducted at
a minimum for every 5,000 m3 using a combined sample of four
random samples of the fill material.
6.4.2 Field Control Tests
6.4.2.1 In-place density and moisture content of soils shall be determined by the
following methods:
•
Sand-cone method in accordance with ASTM D1556
•
Nuclear method in accordance with ASTM D6938
•
Rubber balloon method in accordance with ASTM D2167
•
Drive-cylinder method in accordance with ASTM D2937. The drivecylinder method per ASTM D2937 may only be used if the
compacted layer is only 15 cm or less.
6.4.2.2 Other methods for in-place density of compacted fills, such as
Electromagnetic Soil Density Gauge (ASTM D7830/D7830M), Electrical
Soil Density Gauge (ASTM D7698) or Dynamic Cone Penetration (ASTM
D7380), may be approved by the Saudi Aramco Inspection Representative based
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on a field test which proves the accuracy of the method for the given fill material
and compaction method.
6.4.2.3 Testing shall be performed at the following frequencies:
•
Select Fill Material under all foundations, buildings and process
areas - one test every 100 m² of each lift.
•
Select Fill Material under roadways, railroads, area pavement and
parking areas, and lined slopes or drainage channels - one test
every 200 m² of each lift.
•
General Fill Material - one test every 500 m² of each lift.
•
Backfill of trenches - one test for every 15 linear meter
of each lift.
6.4.2.4 As a minimum, at least one in-place density test must be performed on
every lift of fill and further placement shall not be allowed until the required
density has been achieved.
6.4.2.5 The number of tests shall be increased if a visual inspection determines
that the moisture content is not uniform or if the compacting effort is
variable and not considered sufficient to attain the specified density.
6.4.2.6 The Project Inspection Representative may approve a decrease in the
number of tests once a compaction procedure has proven to meet
compaction requirements. In such cases, a method statement for the
compaction procedure and testing frequency shall be submitted to the
Saudi Aramco representative and approved by Project Inspection. The
method statement must include the equipment type, serial numbers, lift
thicknesses, and the number of passes required to achieve the required
density.
7.
Excavation
7.1
General Excavation
General excavation shall be performed after clearing and stripped of organic
material, trash, or other unsuitable material.
7.2
Structural Excavation
Structural excavation shall include excavations for footings, grade beams, pits,
basements, retaining walls, man holes, catch basins, pipeline thrust anchors, etc.
7.2.1 Excavation shall be performed as required by the design drawings to the
dimensions, grades, and elevations as noted and as required for formwork
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and allowance for compaction equipment.
7.2.2 When soft or compressible soil is encountered at footing grades as shown
on the drawings, such soil shall be removed and replaced with compacted
Select Fill as specified in sections 6.2 and 6.3, CLSM, or lean (1,000 psi
minimum 28-day compressive strength) concrete.
7.2.3 Over-excavation at footings shall be backfilled with compacted Select Fill as
specified in sections 6.2 and 6.3, CLSM, or lean (1,000 psi minimum 28-day
compressive strength) concrete.
7.3
Earthen Structures
Earthen structures include permanent work items such as ponds, canals, ditches,
etc. Excavation for such work shall be made to the lines, grades, and cross
sections as shown on the drawings.
7.3.1 Side slopes of excavations shall be cut true and straight and shall be graded
to the design cross section. Unstable soil in the slopes shall be removed
and the slopes properly prepared as described in Section 6.3.2. The bottoms
of excavations shall be graded to the elevations and configurations as
shown on the drawings.
7.3.2 Over excavation shall be backfilled with suitable material compacted in
accordance with Section 6.3, CLSM, or lean (1,000 psi minimum 28-day
compressive strength) concrete.
7.4
Trenching
Trenching for pipelines and underground utilities shall conform to SAES-L-450,
SAES-L-460, SAES-L-470 or SAES-S-070 as appropriate.
Reinstatement of roads and pavements after trenching shall comply with SAESQ-006 and GI-1021.000, Street and Road Closure: Excavation, Reinstatement,
and Traffic Controls.
7.5
Rock Excavation
Seismic velocities will be the sole factor in determining the appropriate category
for the excavation of rock. Excavation of rock will fall into the following
categories, based on the excavation type and the seismic compression (P) wave
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velocities measured in the field prior to excavation by refraction seismic testing
as per ASTM D5777.
Table 1 – Excavation Categories
Excavation
Type
Seismic Velocity from Shallow Refraction Tests (m/s)
Vp < 1,530
Small/linear
Mass grading
Normal Excavation
Normal Excavation
1,530 < Vp < 2,300
Vp >2,300
Rock Excavation
Rock Excavation
Normal Excavation
Rock Excavation
Where:
Normal Excavation: Excavation that can be accomplished using rippers (mass
grading) and/or excavators/backhoes (linear and isolated small excavations,)
operated in accordance with good construction practice. Normal excavation
includes all soils and also includes soft, weathered and/or fractured rock.
Rock Excavation: Excavation that cannot be accomplished using rippers and/or
excavators/backhoes and which requires blasting or pneumatic rock breakers to
facilitate excavation.
Small/linear: Isolated small excavations and linear excavations (trenches, road
cuts) where limitations to ripping are present, verified by the Company
Representative. Such limitations may include ripping direction and/or travel
distance.
Mass grading: Large, open area excavation where no limitations to ripping are
present.
Vp: Seismic compression (P) wave velocity.
Notes:
The detailed geotechnical report (FEL 3) shall incorporate rock and soil quantification
based on the seismic refraction tests (ASTM D5777) especially for projects require major
excavations (e.g., site preparation cut and fill projects, linear projects such as
underground pipelines, projects including foundations by means of raft, etc.). Layout and
final grades should be known at FEL 3 stage.
After the excavation contract award the Contractor shall undertake their own field
assessment for verification of the rock and soil quantities included within the detailed
geotechnical report which has been utilized within the bidding process. Any variations in
the quantities of material shall be confirmed by means of additional surface refraction
tests prior of commencing the excavation works.
If variations in ground conditions (compared to the detailed geotechnical report) are found
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during the actual excavations the matter shall be referred back to CSD for further
evaluation.
7.6
Disposal of Materials
All excavated materials that are unsatisfactory for use as fill or backfill or that are
surplus to that needed for backfilling shall immediately be disposed of at a
location designated by the Saudi Aramco Company Representative.
8
Non-Metallic Applications
8.1
Geotextile Filters
The geotextiles are permeable fabrics which used in association with soil and
have the ability to separate, filter, reinforce, protect or drain. The geotextiles shall
be used as separation and filtration layer under riprap for shoreline protection
within marine applications (e.g. breakwaters, quay wall, and revetments) and
shall replace traditionally used graded aggregate filters.
8.2
Geo-grids
The geo-grids having the objective to act as a working platform whereas
separating the engineering backfill from the weak soils at road construction
schemes. The geo-grids provide increased bearing capacity over weak soil
formations and improve design life prospect, while reduce the expected
construction time. The geo-grids shall replace traditionally soil treatment of the
weak formations upon which road construction takes place subject to design
confirmation.
8.3
Geo-cells and Chemical Polymer Agents for Slope Protection
The chemical polymer agent is a water-based liquid that can be sprayed on the
sand and as the water evaporates, the polymer forms a matrix in the sand that
bonds the sands particles together forming hard crust. The material is ecofriendly and easy to apply using standard equipment. Chemical Polymer shall be
used for slope protection from erosion.
The geo-cell protection scheme including a cellular confinement system applied
on the slopes shall be another option for slope protection.
These materials (chemical polymer and geo-cells) shall replace traditional
erosion protection systems such as grass/vegetation, cohesive marl, soil-cement,
riprap either grouted (usual) or un-grouted, asphalt/concrete surfacing.
Chemical polymer shall also be used in sand berms covering pipelines.
8.4
Geo-nets
Geo-nets provide efficient drainage solutions since they slow down the surface
runoff and decrease erosion potential of water. In addition, geo-nets break the
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capillary action of the water. The geo-nets shall replace traditional aggregate
capillary break layers at road construction schemes.
8.5
Expanded Polystyrene (EPS) Geofoam use for Geotechnical Application
The EPS geofoam is a closed cell and rigid foam that is formed by exposing
polystyrene resin beads, containing a hydrocarbon blowing agent, to steam
which is then expanded and formed in molds to required shape and form. The
Polystyrene resin beads are a byproduct from petroleum processing and refining.
The application of EPS includes but not limited to the following: road construction
over poor soils & road widening, bridge abutment & bridge underfill, slope
stabilization, retaining & buried wall backfill, rail embankment, airport
runway/taxiway, and landscaping & vegetative green roofs.
Document History
01 February 2022
18 April 2019
Editorial revision to extend the next revision date.
Major revision. The majority of the geo-composites (geotextiles, geo-grids, geo-nets,
geo-cells and chemical polymers) are mandated by slightly altering the language.
13 December 2018 Major revision. The changes are summarized below:
o As part of Engineering Services (ES) commitment toward deployment of high
value non-metallic technologies, Consulting Services Department (CSD)
recommends placement of geo-composites of various functions which also may
have cost and time schedule enhancements when compared to the traditional
mitigation approaches.
1 January 2018
Editorial revision to Section 2, Conflicts and Deviations.
11 December 2017 Major revision. The changes are summarized below:
o An additional compaction method (Rapid Impact Compaction) and its applicability
has been included. This technology method has been successfully implemented.
Having completed the implementation, it is technically concluded that for given
soil conditions the Rapid Impact Compaction approach can be utilized (for soil
depths up to 4 m) as a substitute to the traditional backfilling operations where fill
lifts and roller compaction are used. Furthermore, cost and time simulations by
using both methods Rapid Impact Compaction and Roller Compaction has been
undertaken. This analysis has proven that the Rapid Impact Compaction method
considerably cuts down on time and schedule, by more than 50%, allowing an
early start of construction activities and at the same time reduces the cost of site
preparation activities by almost 50%.
o At contracts where, major excavations are anticipated requirements of the
surface refraction tests have been included. More specifically, the detailed
geotechnical report (FEL 3) shall incorporate rock and soil quantification. Layout
and final grades should be known at FEL 3 stage geotechnical report. Moreover,
the awarded Contractor shall undertake their own field assessment for
verification of the geotechnical data/quantities provided. Any variations in the
quantities of material shall be confirmed by means of additional surface refraction
tests prior of commencing the excavation works.
If variations in ground conditions are found during the actual excavations the
matter shall be referred back to CSD for further evaluation. Unjustifiable change
orders and claims shall not be entitled to any compensation.
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APPENDIX
Summary of Fill Placement and Compaction Requirements
Area/Region
Compaction Requirement
Site preparation of areas to
receive fill, pavement or loads.
The density of the top 150 mm in these areas
shall not be less than:
90% of the maximum Modified Proctor
density (ASTM D1557)
or
70% relative density (ASTM D4253 and
ASTM D4254) for cohesionless free draining
soil
All Select Fill Material or any
fill beneath and/or adjacent to
grade beams, mats, buildings,
lined slopes or drainage
channels, and process areas.
Compacted to at least:
Select Fill Material beneath
and/or adjacent to foundations
with static loads over 320 kPa
and foundations for vibrating or
heavy machinery. Asphalt and
concrete pavement subgrades
(roads and parking areas).
Compacted to at least:
General Fill Material not
designated as open or
landscaped.
Compacted to at least:
General Fill Material for areas
designated as open or
landscaped.
Compacted to at least:
90% of the maximum Modified Proctor
density (ASTM D1557)
or
70% Relative Density (ASTM D4253 and
ASTM D4254) for cohesionless granular
soils that do not exhibit well-defined
moisture density relationship.
95% of the maximum Modified Proctor
density (ASTM D1557).
or
85% relative density (ASTM D4253 and
ASTM D4254) for cohesionless granular
soils that do not exhibit well-defined
moisture density relationship.
Comments
Site preparation
• Areas shall be free of organic material, trash
or other unsuitable material.
• Proper drainage so that the site is free of
standing water all the time.
• In-situ soil proof rolled and inspected for soft
spots or loose zones. Proof roll may be
defined as crossing the area with a heavy
(minimum 10-ton weight) rubber-tire or
steel-wheel roller.
• All observed soft spots or loose zones shall be
compacted in-place or excavated to firm soil
and replaced with properly compacted fill.
• Top 6 inches (150 mm) scarified and recompacted.
Fill material shall be placed in uniform loose
lifts not exceeding the following criteria,
provided that the specified compaction is
achieved for the full depth.
• Select Fill Material shall be placed in lifts of
200 mm maximum in loose depth.
• General Fill Material shall be placed in lifts
of 300 mm maximum in loose depth.
• General Fill Material and Select Fill Material
shall be placed in lifts of 100 mm maximum
in loose depth for hand-operated compaction
equipment.
• Other lift thicknesses may be approved by the
appropriate Saudi Aramco Inspection
Representative based on a field test section
using the intended compaction equipment.
(Impact rollers can compact soils in lifts
exceeding 1 m).
90% of the maximum Modified Proctor
density (ASTM D1557)
or
70% Relative Density (ASTM D4253 and
ASTM D4254) for cohesionless granular
soils that do not exhibit well-defined
moisture density relationship.
85% of the maximum Modified Proctor
density (ASTM D1557)
or
65% Relative Density (ASTM D4253 and
ASTM D4254) for cohesionless granular
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Area/Region
Compaction Requirement
SAES-A-114
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Comments
soils that do not exhibit well-defined
moisture density relationship.
Topsoil identified as “for
planting purposes.”
Exempted from compaction requirements.
Working platforms for
compaction on sabkha deposits.
A 500 mm thick layer of fill material placed
directly on the sabkha compacted as well as
possible is usually sufficient. Stripping of the
sabkha “crust” prior to fill placement is not
recommended. A geotextile layer between the
sabkha and the working platform provides a
capillary break and improves both short-term
(construction) and long-term performance of
the engineered fill.
Compaction testing of working platforms is not
required.
Pavement Reconstruction after
Trenching
Reinstatement of roads and pavements after
trenching shall comply with shall comply with
SAES-Q-006 and GI-1021.000.
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Working platforms for compaction on sabkha
deposits shall be compacted as necessary to
achieve a stable base. Sabkha working
platforms must be indicated as such and
accounted for in the design.
Compaction to the required densities indicated
in Section 6.3 are virtually impossible to
achieve in the first layer placed directly on
sabkha and similar very weak soils. A working
platform to provide a stable base is often
required.
Controlled Low Strength Material (CLSM), a
flowable, self-compacting fill, is recommended
for backfill of trenches crossing roads and
pavements.
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