Saes a-114

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©Saudi Aramco 2018. All rights reserved.
Engineering Standard
SAES-A-114 13 December 2018
Excavation and Backfill
Document Responsibility: Geotechnical Standards Committee
Contents
1 Scope..................................................…...........2
2 Conflicts and Deviations......................….......... 2
3 References............................................….........2
4 Definitions............................................…......... .4
5 General............................................…............. .6
6 Fill and Backfill Requirements.............….........11
7 Excavation..........................................…......... 22
8 Non-Metallic Applications............................... .24
Revision Summary................................................. .26
Appendix - Summary of Fill Placement and
Compaction Requirements..........................28

Document Responsibility: Geotechnical Standards Committee SAES-A-114
Issue Date: 13 December 2018
Next Planned Update: 13 December 2021 Excavation and Backfill
Saudi Aramco: Company General Use
Page 2 of 29
1 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
2.1 Any conflicts between this document and other applicable Mandatory Saudi
Aramco Engineering Requirements (MSAERs) shall be addressed to the EK&RD
Coordinator.
2.2 Any deviation from the requirements herein shall follow internal company
procedure SAEP-302.
3 References
The selection of material and equipment, and the design, construction, maintenance, and
repair of equipment and facilities covered by this Standard shall comply with the latest
edition of the references listed below, unless otherwise noted.
3.1 Saudi Aramco References
Saudi Aramco Engineering Procedure
SAEP-302 Waiver of a Mandatory Saudi Aramco Engineering
Requirement
Saudi Aramco Engineering Standards
SAES-A-100 Survey Coordinates, Datum's, and Data Formats
SAES-A-113 Geotechnical Engineering Requirements
SAES-L-450 Construction of on-Land and Near-Shore Pipelines
SAES-L-460 Pipeline Crossings under Roads and Railroads
SAES-M-100 Saudi Aramco Building Code
SAES-Q-001 Criteria for Design and Construction of Concrete
Structures
SAES-Q-005 Concrete Foundations
SAES-Q-006 Asphalt and Sulfur Extended Asphalt Concrete Paving
SAES-Q-007 Foundations and Supporting Structures for Heavy
Machinery

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SAES-P-104 Wiring Methods and Materials
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
Saudi Aramco Safety Management Guide
Guide No. 06-002-2008 Excavations and Shoring
3.2 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

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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
ASTM D5778 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
4 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
Company Representative: Saudi Aramco's authorized representative with overall
authority and responsibility for the project.

Page 5 of 29
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.

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5 General
5.1 Quality Control
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 required by Saudi Aramco.

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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 Compnay
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.
Commentary Note:
A geotechnical investigation as per SAES-A-113/paragraph 5.1 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 06-002-
2008. 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.
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.

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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
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

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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 trench
reaches a depth of 1.2 m or when soil banks are greater than 1.5 m.

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Commentary 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.
6 Fill and Backfill Requirements
6.1 Fill and Backfill Materials
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.

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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.
Commentary 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

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Chairman, Civil 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.
Commentary 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 have 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.

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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 subkha water) is not allowed.
Exceptions to paragraph 6.1.5.2:
A. There is no source of acceptable water available within 20 km.*
B. The estimated volume of available acceptable water within
20 km could not sustain the requirement of the project or program.*
C. The fill or backfill will be below the surrounding area natural water
table as determined by a geotechnical investigation or monitoring
wells.
* Verified by the Company Representative.
Commentary Note:
Major projects and programs which anticipate the use of brackish
water or seawater shall include a holistic approach to concrete
mix design requirements aligned with SAES-Q-001 Table 1 in the
design planning stage. The Chloride (Cl-) and Sulfate (SO4)
contents in the compaction water defines Exposure Type as
detailed in SAES-Q-001 Table 1.
6.2 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 10-ton 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

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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
Commentary 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.
Commentary 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.
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

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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.
Commentary 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:
o Presence of non-cohesive (sandy) materials.
o Particles finer than No. 200 sieve shall not exceed 15%.
o Trials to be undertaken (prior of the main production works)
for verifying the suitability of such method and the
parameters to be utilized.
o 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.

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Commentary 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.
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.
Commentary 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

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 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:
relationship.
6.3.6.3 Asphalt and concrete pavement subgrades:
relationship.
6.3.6.4 General Fill Material for areas not designated as open or
landscaped:
relationship.
6.3.6.5 General Fill Material for areas designated as open or landscaped:

Page 19 of 29
relationship.
6.3.6.6 Working platforms for compaction on subkha deposits
shall be compacted as necessary to achieve a stable base. Subkha
working platforms must be indicated as such and accounted for
in the design. Compaction testing of working platforms is not
required.
Commentary Notes:
Compaction to the required densities indicated in Section 6.3 are
virtually impossible to achieve in the first layer placed directly on
subkha 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 subkha
compacted as well as possible is usually sufficient. Stripping of
the subkha “crust” prior to fill placement is not recommended. A
geotextile layer between the subkha and the working platform
provides a capillary break and improves both short-term
(construction) and long-term performance of the engineered fill.
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).
Commentary Note:
Typical surficial erosion protection includes grass/vegetation,
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 (not applicable to slopes steeper than 1 (V) to 5 (H)), soil-
cement (minimum 5% cement by weight), chemical or polymer
spray, asphalt/concrete surfacing, riprap, or geomaterials such
as geocells.
6.4 Testing and Inspection Requirements
6.4.1 Laboratory Control Tests

Page 20 of 29
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 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:

Page 21 of 29
 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 drive-cylinder 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 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:
1. Select Fill Material under all foundations, buildings and
process areas - one test every 100 m² of each lift.
2. 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.
3. General Fill Material - one test every 500 m² of each lift.
4. 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

Page 22 of 29
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
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.

Page 23 of 29
7.4 Trenching
Trenching for pipelines and underground utilities shall conform to SAES-L-450,
SAES-L-460, or SAES-S-070 as appropriate.
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.
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
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 1,530 < Vp < 2,300 Vp >2,300
Small/linear Normal Excavation Rock Excavation Rock Excavation
Mass grading Normal 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.

Page 24 of 29
Vp Seismic compression (P) wave velocity.
Commentary Notes:
1. The detailed geotechnical report (FEL 3) shall incorporate rock and soil
quantification based on the seismic refraction tests 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.
2. 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 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 are used
as separation and filtration layer under riprap for shoreline protection within
marine applications (e.g. breakwaters, quay wall, and revetments) and 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 replace traditionally soil treatment of the weak formations upon
which road construction takes place.

Page 25 of 29
8.3 Geo-cells
The geo-cell erosion protection scheme includes a cellular confinement system
applied on the slopes.
Geo-cells can replace traditional erosion protection systems such as
grass/vegetation, cohesive marl, soil-cement, riprap either grouted (usual) or un-
grouted, asphalt/concrete surfacing, chemical or polymer spray.
8.4 Geo-nets
The geo-net major objective is to break the capillary action of the water at road
construction schemes. The geo-nets provide capillary break and lateral drainage.
The geo-nets replace traditional aggregate capillary break layers.
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.
8.6 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 can be used
for slope protection from erosion and it can be considered as an alternative to the
marl cap in some applications such as in sand berms covering pipeline.
Several advantages can be realized by utilizing the chemical polymer such as
schedule improvement and relatively low cost compare to the other alternatives.
The material is eco-friendly and easy to apply using standard equipment.

Page 26 of 29
Revision Summary
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.
1 January 2018 Editorial revision to Section 2, Conflicts and Deviations.
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.

Page 27 of 29
Summary of Change Form
No.
Paragraph
No.
Change Type
(New, Modification)
Technical Change
1 5.2.2 Modification
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
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
Based on the Geotechnical report, prior to excavation,
an approved dewatering system shall be installed and
operated when necessary to lower the groundwater
Typical surficial erosion protection includes
grass/vegetation, 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 (not
applicable to slopes steeper than 1 (V) to 5 (H)), soil-
cement (minimum 5% cement by weight), chemical or
polymer spray, asphalt/concrete surfacing, riprap, or geo
materials such as geo cells
5 7.5 Modification
Delete of “If the above mentioned commentary note 2 is
not followed, then unjustifiable change orders and
claims shall not be entitled to any compensation”
6 8 New
Placement of non-metallic geo-composites of various
functions (Geotextiles, Geo-grids, Geo-cells, Geo-nets,
Expanded Polystyrene, Chemical Polymer Agents)

Page 28 of 29
APPENDIX
Summary of Fill Placement and Compaction Requirements
Area/Region Compaction Requirement Comments
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
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 re-
compacted.
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:
or
70% Relative Density (ASTM D4253 and
ASTM D4254) for cohesionless granular
soils that do not exhibit well-defined
moisture density relationship.
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).
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).
density (ASTM D1557).
or
85% relative density (ASTM D4253 and
General Fill Material not
designated as open or
landscaped.
or
General Fill Material for areas
designated as open or
landscaped.

Page 29 of 29
Area/Region Compaction Requirement Comments
or
Topsoil identified as “for
planting purposes.”
Exempted from compaction requirements.
Working platforms for
compaction on subkha
deposits.
A 500 mm thick layer of fill material placed
directly on the subkha compacted as well as
possible is usually sufficient. Stripping of the
subkha “crust” prior to fill placement is not
recommended. A geotextile layer between the
subkha 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.
Working platforms for compaction on subkha
deposits shall be compacted as necessary to
achieve a stable base. Subkha 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
subkha and similar very weak soils. A working
platform to provide a stable base is often
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.
Controlled Low Strength Material (CLSM), a
flowable, self-compacting fill, is recommended
for backfill of trenches crossing roads and
pavements.

Saes a-114

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