DEP SPECIFICATION
ROADS, PAVING, SURFACING, CABLE TRENCHES,
SLOPE PROTECTION AND FENCING
DEP 34.13.20.31-Gen.
September 2011
Including Project Variation: 34.00.01.30-P6000CFP-000-PV
Rev B 28-Mar-13
DESIGN AND ENGINEERING PRACTICE
© 2011 Shell Group of companies
All rights reserved. No part of this publication may be reproduced, stored in a retrieval system, published or transmitted, in any form or by any means, without the prior
written permission of the copyright owner or Shell Global Solutions International BV.
DEP 34.13.20.31-Gen.
September 2011
Page 2
PREFACE
DEP (Design and Engineering Practice) publications reflect the views, at the time of publication, of Shell Global
Solutions International B.V. (Shell GSI) and, in some cases, of other Shell Companies.
These views are based on the experience acquired during involvement with the design, construction, operation and
maintenance of processing units and facilities. Where deemed appropriate DEPs are based on, or reference
international, regional, national and industry standards.
The objective is to set the recommended standard for good design and engineering practice to be applied by Shell
companies in oil and gas production, oil refining, gas handling, gasification, chemical processing, or any other such
facility, and thereby to help achieve maximum technical and economic benefit from standardization.
The information set forth in these publications is provided to Shell companies for their consideration and decision to
implement. This is of particular importance where DEPs may not cover every requirement or diversity of condition at
each locality. The system of DEPs is expected to be sufficiently flexible to allow individual Operating Units to adapt the
information set forth in DEPs to their own environment and requirements.
When Contractors or Manufacturers/Suppliers use DEPs, they shall be solely responsible for such use, including the
quality of their work and the attainment of the required design and engineering standards. In particular, for those
requirements not specifically covered, the Principal will typically expect them to follow those design and engineering
practices that will achieve at least the same level of integrity as reflected in the DEPs. If in doubt, the Contractor or
Manufacturer/Supplier shall, without detracting from his own responsibility, consult the Principal.
The right to obtain and to use DEPs is restricted, and is typically granted by Shell GSI (and in some cases by other Shell
Companies) under a Service Agreement or a License Agreement. This right is granted primarily to Shell companies and
other companies receiving technical advice and services from Shell GSI or another Shell Company. Consequently, three
categories of users of DEPs can be distinguished:
1)
Operating Units having a Service Agreement with Shell GSI or another Shell Company. The use of DEPs by
these Operating Units is subject in all respects to the terms and conditions of the relevant Service Agreement.
2)
Other parties who are authorised to use DEPs subject to appropriate contractual arrangements (whether as part
of a Service Agreement or otherwise).
3)
Contractors/subcontractors and Manufacturers/Suppliers under a contract with users referred to under 1) or 2)
which requires that tenders for projects, materials supplied or - generally - work performed on behalf of the said
users comply with the relevant standards.
Subject to any particular terms and conditions as may be set forth in specific agreements with users, Shell GSI
disclaims any liability of whatsoever nature for any damage (including injury or death) suffered by any company or
person whomsoever as a result of or in connection with the use, application or implementation of any DEP, combination
of DEPs or any part thereof, even if it is wholly or partly caused by negligence on the part of Shell GSI or other Shell
Company. The benefit of this disclaimer shall inure in all respects to Shell GSI and/or any Shell Company, or companies
affiliated to these companies, that may issue DEPs or advise or require the use of DEPs.
Without prejudice to any specific terms in respect of confidentiality under relevant contractual arrangements, DEPs shall
not, without the prior written consent of Shell GSI, be disclosed by users to any company or person whomsoever and
the DEPs shall be used exclusively for the purpose for which they have been provided to the user. They shall be
returned after use, including any copies which shall only be made by users with the express prior written consent of
Shell GSI. The copyright of DEPs vests in Shell Group of companies. Users shall arrange for DEPs to be held in safe
custody and Shell GSI may at any time require information satisfactory to them in order to ascertain how users
implement this requirement.
All administrative queries should be directed to the DEP Administrator in Shell GSI.
DEP 34.13.20.31-Gen.
September 2011
Page 3
TABLE OF CONTENTS
1.
1.1
1.2
1.3
1.4
1.5
1.6
1.7
INTRODUCTION ........................................................................................................ 4
SCOPE........................................................................................................................ 4
DISTRIBUTION, INTENDED USE AND REGULATORY CONSIDERATIONS ......... 4
DEFINITIONS ............................................................................................................. 4
CROSS-REFERENCES ............................................................................................. 5
SUMMARY OF CHANGES SINCE PREVIOUS EDITION ......................................... 6
COMMENTS ON THIS DEP ....................................................................................... 6
DUAL UNITS ............................................................................................................... 7
2.
2.1
2.2
2.3
2.4
2.5
2.6
ROADS ....................................................................................................................... 8
DETAILED SCOPE ..................................................................................................... 8
GENERAL DESCRIPTION ......................................................................................... 9
FUNCTIONAL REQUIREMENTS ............................................................................. 10
DESIGN AND MATERIALS ...................................................................................... 10
CONSTRUCTION ..................................................................................................... 21
ROAD SIGNS............................................................................................................ 21
3.
3.1
3.2
3.3
3.4
3.5
3.6
PAVING .................................................................................................................... 23
DETAILED SCOPE ................................................................................................... 23
GENERAL DESCRIPTION ....................................................................................... 23
FUNCTIONAL REQUIREMENTS ............................................................................. 23
DESIGN AND MATERIALS ...................................................................................... 23
CONSTRUCTION ..................................................................................................... 25
PAVING..................................................................................................................... 27
4.
4.1
4.2
4.3
4.4
SURFACING OF UNPAVED AREAS ...................................................................... 28
DETAILED SCOPE ................................................................................................... 28
FUNCTIONAL REQUIREMENTS ............................................................................. 28
DESIGN .................................................................................................................... 28
MATERIALS .............................................................................................................. 28
5.
CABLE TRENCHES ................................................................................................. 29
6.
6.1
6.2
6.3
6.4
6.5
6.6
EROSION PROTECTION OF SLOPES INCLUDING, EMBANKMENTS,
DITCHES AND OPEN DRAINS ............................................................................... 31
DETAILED SCOPE ................................................................................................... 31
GENERAL DESCRIPTION ....................................................................................... 31
FUNCTIONAL REQUIREMENTS ............................................................................. 31
DESIGN .................................................................................................................... 32
MATERIALS .............................................................................................................. 34
CONSTRUCTION ..................................................................................................... 34
7.
7.1
7.2
7.3
7.4
7.5
7.6
7.7
FENCING AND GATES ............................................................................................ 35
GENERAL ................................................................................................................. 35
SECURITY RISK ASSESSMENT ............................................................................. 35
GENERAL DESCRIPTION ....................................................................................... 36
FUNCTIONAL REQUIREMENTS ............................................................................. 36
DESIGN REQUIREMENTS ...................................................................................... 37
MATERIALS .............................................................................................................. 37
TIMING OF CONSTRUCTION ................................................................................. 38
8.
MAINTENANCE ....................................................................................................... 39
9.
REFERENCES ......................................................................................................... 40
DEP 34.13.20.31-Gen.
September 2011
Page 4
1.
INTRODUCTION
1.1
SCOPE
This DEP specifies requirements and gives recommendations for the design and
construction of roads, paving, surfacing of unpaved areas, cable trenches, erosion
protection of slopes, and fencing and gates.
The minimum technical requirements as laid down in this specification shall be applied.
Supplementary to these requirements, the design and construction shall be in accordance
with generally accepted theories, codes, methods and good working practices. Examples of
acceptable codes are referenced in this DEP. The climate, topography, soil conditions and
local requirements shall be taken into account as well as the specific requirements of the
Principal. Equipment, materials and working methods shall, unless specified otherwise, be
subject to approval by the Principal.
Requirements described herein relate to and are limited to work above the sub-grade. If
a functional minimum property of the subgrade is required, that property will be stated
without further discussion.
Geotechnical, foundation engineering and surfacing aspects, including the stability of
slopes, roads, bund walls, tank pits and tank pads, are not within the scope of this DEP. For
these aspects, reference is made to DEP 34.11.00.11-Gen. and DEP 34.11.00.12-Gen.
Relevant standard drawings are referenced in DEP 00.00.06.06-Gen., Index to Standard
Drawings.
This DEP is a revision of the DEP of the same title and number dated April 2003.
A summary of changes since the previous edition is given in (1.5).
1.2
DISTRIBUTION, INTENDED USE AND REGULATORY CONSIDERATIONS
Unless otherwise authorised by Shell GSI, the distribution of this DEP is confined to Shell
companies and, where necessary, to Contractors and Manufacturers/Suppliers nominated
by them. Any authorised access to DEPs does not for that reason constitute an
authorization to any documents, data or information to which the DEPs may refer.
This DEP is intended for use in facilities related to oil refineries, chemical plants, gas plants,
or any such facility related to manufacturing activities and, where applicable, in exploration,
production and distribution. This DEP may also be applied in other similar facilities.
When DEPs are applied, a Management of Change (MOC) process should be
implemented; this is of particular importance when existing facilities are to be modified.
If national and/or local regulations exist in which some of the requirements could be more
stringent than in this DEP, the Contractor shall determine by careful scrutiny which of the
requirements are the more stringent and which combination of requirements will be
acceptable with regards to the safety, environmental, economic and legal aspects. In all
cases the Contractor shall inform the Principal of any deviation from the requirements of
this DEP which is considered to be necessary in order to comply with national and/or local
regulations. The Principal may then negotiate with the Authorities concerned, the objective
being to obtain agreement to follow this DEP as closely as possible.
1.3
DEFINITIONS
1.3.1
General definitions
The Contractor is the party that carries out all or part of the design, engineering,
procurement, construction, commissioning or management of a project or operation of a
facility. The Principal may undertake all or part of the duties of the Contractor.
The Manufacturer/Supplier is the party that manufactures or supplies equipment and
services to perform the duties specified by the Contractor.
DEP 34.13.20.31-Gen.
September 2011
Page 5
The Principal is the party that initiates the project and ultimately pays for it. The Principal
may also include an agent or consultant authorised to act for, and on behalf of, the
Principal.
The word shall indicates a requirement.
The word should indicates a recommendation.
Add to the paragraph:
Whenever word “should” appears in this specification, it shall be read as “shall” unless a
waiver is requested and approved by the Company.
1.3.2
Specific definitions
Note:
1.4
Refer to Figure 1.1 and Figure 2.1 for illustration of common terms.
Term
Definition
Site
An area comprising the total of all on-plot and off-plot areas, which may be
located either onshore, nearshore, offshore, or at a combination of these
locations.
Off-site
Areas associated with the site, but located at a distance, e.g., water wells.
On-plot area
An area designated for utility and processing units, including associated
control rooms, electrical sub-stations, analyser houses, stacks, associated
pipe tracks and plant roads.
Off-plot areas
An area designated for all facilities not in the on-plot area which may
include administration buildings, workshops, laundries, warehouses,
materials yards, storage tank compounds, pump stations, flares, fire-fighting
station, training grounds, cooling water intake station, cooling towers,
cooling water settling ponds, cooling water discharge channels, jetties,
harbour, associated pipe tracks and roads.
Battery limit
The operational boundary of individual processing or utility units.
Sub-grade
The surface prepared to support a pavement system.
Sub-base
The engineered granular fill placed on the sub-grade with the purpose of
supporting the bound materials of the pavement system.
Road width
The distance between the outside edges of the road pavement. This does
not include the width of shoulders.
CROSS-REFERENCES
Where cross references to other parts of this DEP are made, the referenced section
number is shown in brackets ( ). Other documents referenced in this DEP are listed in (9).
DEP 34.13.20.31-Gen.
September 2011
Page 6
1.5
SUMMARY OF CHANGES SINCE PREVIOUS EDITION
The previous edition of this DEP was dated April 2003. Other than editorial and formatting
revisions, the following are the main changes to that edition:
In this revision normative requirements have been summarised.
Old section
New Section
Change
2.1
2.1
Included reference to DEP 80.00.10.11-Gen.
2.4.3
2.4.3
Updated cross-fall to 1:50 to remove conflicts with
drawings 13.007-A and 2.4.10.
2.4.9
New section on road barriers.
3.4.5
3.4.5
Included section on brick paving.
3.5
3.5
Updated for thickness of polythene.
4.3
4.3
Updated surfacing requirements for unpaved areas.
5
5
Cable trench requirements updated for alignment with
electrical DEPs.
7.2
7.2
Updated for Security Risk Assessment requirements
7.4.1
7.4.1
Updated fence functional requirements.
C ROAD
PLANT ROAD
Plant 'Y'
Plant 'X'
ON-PLOT AREA
PLANT 'Y'
ON-PLOT AREA
PLANT 'X'
BATTERY LIMIT
e.g. train 1 plant 'Y'
OFF-PLOT
AREA
BATTERY LIMIT
e.g. train 2 plant 'Y'
BATTERY LIMIT
e.g. utilities
Plant 'Y'
Figure 1.1
1.6
Schematic Diagram Showing Typical Terms Used
COMMENTS ON THIS DEP
Comments on this DEP may be sent to the Administrator at standards@shell.com, using
the DEP Feedback Form. The DEP Feedback Form can be found on the main page of
“DEPs on the Web”, available through the Global Technical Standards web portal
http://sww.shell.com/standards and on the main page of the DEPs DVD-ROM.
DEP 34.13.20.31-Gen.
September 2011
Page 7
1.7
DUAL UNITS
This DEP contains both the International System (SI) units, as well as the corresponding
US Customary (USC) units, which are given following the SI units in brackets. When
agreed by the Principal, the indicated USC values/units may be used.
DEP 34.13.20.31-Gen.
September 2011
Page 8
2.
ROADS
2.1
DETAILED SCOPE
This section outlines the minimum requirements for permanent roads and bridges within the
site.
Unless otherwise specified by the Principal, all road widths shall as a minimum comply with
the following table:
Road Type
Road Width (m)
Road Width (ft)
Notes
Main
8
26
shoulder
Plant
4 to 6
13 to 20
shoulder
off-plot heavy-duty
6
20
shoulder
off-plot light-duty
4
13
shoulder
Patrol
3
10
no shoulder
to suit
no shoulder
4
maintenance track
to suit
(Access way)
Roads shall be assigned in line with the plant layout strategy; reference is made to
DEP 80.00.10.11-Gen.
General terms used to describe roads and pavements are illustrated in the cross sections
presented in Figure 2.1.
The design of contaminated and non-contaminated drainage systems is not covered by this
technical specification. The design of these drainage systems is described in
DEP 34.14.20.31-Gen.
DEP 34.13.20.31-Gen.
September 2011
Page 9
Original ground surface
Base course
Min. 1.5m
shoulder
Paving
Road
Shoulder base
Min. 1.5m
shoulder
Shoulder surfacing
Side drainage channel
Sub-grade
Side drainage channel
Sub-base
Drainage blanket
See details I and II
Central drainage channel
Flexible
Rigid
Typical cut section
Wearing course
Reinforced concrete
Min.125mm, see sect 2.4.3
Bituminous
Min. 50 mm
Detail I
Detail II
Rigid concrete paving
Flexible paving
Base course
Shoulder base
Paving
Shoulder surfacing
Side drainage channel
Side drainage channel
Sub-grade
Sub-base
Pavement structure
Original ground surface
Flexible
Rigid
Typical fill section
Figure 2.1
Schematic Drawing Showing Typical Cross Sections Of Roads
Add the following description to flexible paving, Detail I:
Replace “Min. 50 mm” dimension with “Min. 125mm, see sect 2.4.3”
Delete: the words “sub_base” and “drainage blanket” from Typical cut section
Delete: the word “sub_base” from Typical fill section
2.2
GENERAL DESCRIPTION
Revise 1st sentence of 1st paragraph:
The road pavement structure shall be supported by the sub-grade and, unless specified by
the Principal, shall comprise:
The road pavement structure shall be supported by the sub_grade and, shall be comprised
of base course and asphalt paving course as shown on standard drawings
DEP 34.13.20.31-Gen.
September 2011
Page 10
S13.005_P6000CFP_000_PV and S13.007_P6000CFP_000_PV.
•
sub-base;
•
paving.
Delete 1st and 2nd sentence of 2nd paragraph:
A sub-base is required if the settlement behaviour and/or the bearing capacity of the subgrade are insufficient to support the paving and traffic without excessive deformations or
maintenance during the lifetime of the plant. Where the support by the sub-grade is
insufficient, consideration should be given to economic methods of ground improvement,
the suitability of which shall be demonstrated by site trials.
Details of ground improvement are provided in DEP 34.11.00.11-Gen.
Revise 4th sentence of 2nd paragraph:
Roads shall be of the two-lane type, except for maintenance tracks, patrol roads and other
roads as specified by the Principal.
Road shall be of two_lane type, except for maintenance tracks, patrol roads as specified by
the Principal.
Terms are defined and typical cross sections of roads are shown in Figure 2.1.
Shoulders shall be capable of supporting, without damage, slow-moving and parked
vehicles for which the road is designed. In the design of roads, sufficient shoulder width
shall be provided to accommodate cable trenches.
2.3
FUNCTIONAL REQUIREMENTS
The functional requirement for all roads and tracks is to provide:
•
stable and durable access to all locations of the site for those transport means for
which they are designed and may include cars, trucks, cranes and other mobile
equipment such as snow ploughs, fire engines or road sweepers that are required
at those locations during the lifetime of the plant;
•
stable and durable access to all installations and buildings for fire-fighting
equipment and other emergency vehicles under consideration for the site via at
least two independent routings under all conditions; see DEP 80.47.10.33-Gen.
2.4
DESIGN AND MATERIALS
2.4.1
General
Revise 1st paragraph:
Roads on which a hydrocarbon or chemical spillage is expected during the lifetime of the
road shall be surfaced with chemical _ resistant paving and shall be of a concrete type
design. For on_ plot and off_plot roads bituminous_type flexible paving shall be used.
Roads on which a hydrocarbon or chemical spillage is expected during the lifetime of the
road shall be surfaced with chemical-resistant paving and may be of a concrete type
design.
Revise 3rd sentence of 2nd paragraph:
In the selection of paving material, consideration shall be given to operational requirements
during the life of the plant as well as the cost of construction and maintenance of the
pavement. In some circumstances, there may be a requirement to install or access
underlying services.
In such situations, paving slabs shall be used.
DEP 34.13.20.31-Gen.
September 2011
Page 11
In such situations, paving slabs, brickwork or blockwork may provide a suitable low
maintenance flexible paving system.
Design, materials and testing procedures, etc., shall be in accordance with international
standards and codes, as specified in this DEP.
2.4.2
Interface with site preparation
The design of the sub-grade shall be based on the result of a geotechnical (soil mechanical
and geohydrological) survey, including calculations and determination of the grain size
distribution, silt content, plasticity index, friction properties, relative density and
permeability. The average, high and the highest possible ground water levels, as well as
the in-situ permeability, shall also be assessed. The objective of these investigations is to
ensure the sub-grade remains stable and durable throughout the life of the plant.
Depending on the location of the site, or the processes for which the plant is designed,
some sub-grade materials may be affected by swelling, shrinkage or softening due to
changes in moisture content, heave due to frost action, or deterioration due to chemical
reaction.
In 2nd paragraph:
Replace “sub base” with “base course”
Acceptance criteria for the sub-grade and sub-base base course shall be developed on the
basis of the design requirements of the pavement. Before surfacing, acceptance of the subgrade and sub-base base course shall be obtained through compliance testing, the results
of which shall meet the requirements of the acceptance criteria.
The design shall include measures to prevent intermixing of sub-grade material into the
sub-base during construction and during the design life of the pavement.
Add two new paragraphs:
If the sub_grade CBR value is less than 10, special consideration shall be given to the
pavement system to ensure a stable and durable design throughout the life of the plant.
The design shall include measures to prevent intermixing of sub_grade material into the
base course during construction and during the design life of the pavement.
2.4.3
Heavy-and light-duty roads
The pavement of heavy- and light-duty roads shall be designed in accordance with the
latest revision of AASHTO GDPS-4 or equivalent standard as acceptable to the Principal.
Revise 2nd paragraph:
Details of heavy and light duty roads and patrol roads shall be followed as presented in
Standard Drawings S13.005_P6000CFP_000_PV, S13.006, S13.007_P6000CFP_000_PV
S19.004_P6000CFP_000_PV, and S19.005_P6000CFP_000_PV.
Details of heavy and light duty roads and patrol roads are presented in Standard Drawings
S13.005, S13.006 and S13.007.
Design factors that are prescribed by, but not quantified in, the above guide shall be
proposed to and agreed with the Principal.
The total thickness shall be designed for the total number of axles indicated for the total
design life. The recommended number of axle movements for the design of heavy-duty
roads is 1.5 million and for light-duty roads 1.0 million.
DEP 34.13.20.31-Gen.
September 2011
Page 12
Revise 5th paragraph, 2nd sentence:
The terminal serviceability index for heavy- and light-duty roads shall be 2.5 as defined in
the AASHTO publication. The concrete working stress as defined in this publication may be
derived from the standard splitting strength, see DEP 34.19.20.31-Gen.
The split strength of the concrete shall be derived based on ASTM C496 /C496 M.
In design, the following parameters shall be considered:
•
reliability, R = 75 % for heavy duty roads;
•
reliability, R = 50 % for light duty roads;
•
standard deviation So = 0.45;
•
initial serviceability index, Po = 4.2.
The axle loads and arrangement of vehicle dimensions for heavy- and light-duty roads are
defined in Figure 2.2.
Revise 8th paragraph, 2nd sentence:
Delete the words: “or by a vertical retaining element, e.g., concrete kerb”
The road construction, i.e., sub-base and paving, shall be adequately supported
horizontally either by a sufficiently paved shoulder or by a vertical retaining element, e.g.,
concrete kerb.
The roads listed below shall be of the heavy-duty type:
•
main roads on site and all roads in and around processing units, utility areas and
yards;
•
roads to and around main buildings and loading facilities;
•
main access roads to the site whose construction and maintenance are not the
responsibility of government authorities.
Light-duty roads comprise all other roads on site except:
•
patrol roads (2.4.4);
•
maintenance tracks (2.4.5).
Revise 5th paragraph from bottom, 2nd sentence:
Road widths shall be determined through consideration of service requirements during the
life of the plant and shall comply with the minimum requirements of (2.1). Road shoulders
on either side shall have a minimum width of 2 m (6 ft – 6 in) for heavy and 1.5 m (5 ft) for
light-duty roads, unless otherwise specified by the Principal.
Road shoulders on either side shall have a minimum width of 2 m (6 ft – 6 in) for main roads
and 1.5 m (5 ft) for off_plot heavy duty and off_plot light_duty roads, unless otherwise
specified by the Principal.
Revise 4th paragraph from bottom:
The boundary between the road and road shoulder shall be clearly marked with painted
lines or a kerb. Openings shall ensure the dewatering of the road surface.
The boundary between the road and road shoulder shall be clearly marked with lines or a
kerb. Openings shall ensure the de-watering of the road surface.
All heavy-duty and light-duty roads shall have a cross fall generally from the centre or
crown of the road, but occasionally continuously across the road. The crossfall shall have a
gradient of 1 in 50 to ensure effective run-off of rainwater. The paved areas adjacent to the
roads shall have a smooth transition to the edge of the roads. The maximum gradient in the
longitudinal direction of heavy-duty roads shall be 1 in 20 and for light duty roads 1 in 10.
DEP 34.13.20.31-Gen.
September 2011
Page 13
Replace 2nd paragraph from bottom:
The thickness of flexible pavement shall be based on actual loading as specified in sect
2.4.3, but in any case, shall not be less than 125 mm.
Flexible pavings shall have a minimum thickness of 50 mm (2 in).
Rigid paving shall have a minimum thickness of 250 mm (10 in) for heavy-duty roads and
150 mm (6 in) for light-duty roads.
2.4.4
Patrol roads
Revise 4th sentence:
Delete the words: “or economic equivalent”
Patrol roads shall be designed to accommodate vehicles with a maximum weight of 5 t
(11,000 lbs) under all relevant climatic conditions. Minimum width shall be as specified in
(2.1). The maximum gradient shall not exceed 1 in 8.5. Patrol roads shall be paved with
a flexible-type paving or economic equivalent.
2.4.5
Maintenance tracks
Maintenance tracks specified by the Principal to facilitate access to future development
areas within the site boundary shall be accessible for 4-wheel drive-type vehicles under
normal weather conditions. Vegetation, peat, and soft clays shall be removed. The
maximum gradient shall not exceed 1 in 5. Surfacing is not required, however the minimum
requirements as specified in (2.4.2) shall be met.
2.4.6
Road crossings
Roads should cross at an angle of 90 degrees.
At road crossings, the edge of the paving shall have a radius of curvature of:
7.5 m (24.5 ft)
10 m (33 ft)
12 m (40 ft)
for 4 m (13 ft) wide roads;
for 6 m (20 ft) wide roads;
for roads with a width of 8 m (26 ft) or more.
For crossings of roads of unequal width, the narrower road shall determine the radius of the
curvature.
The edges defining the radius of curvature at the junction of a heavy-duty road crossing
shall be designed to be at the same level.
Add to last paragraph:
The radius of curvature shall be adjusted to meet special conditions by the Contractor e.g.,
temporary construction of culverts, transportation route for heavy reactors, larger
equipment vessels, etc.
2.4.7
Bridges, culverts and pipe crossings underneath roads
In this DEP, design considerations for the above are limited to those that interface with road
design. The following axle loads shall be allowed for:
•
heavy-duty roads - A tandem axle load of 150 kN (33.7 kips) at the front of a car
combined with an axle load of 150 kN (33.7 kips) at the rear; see Figure 2.2.
•
light-duty roads - two axles of 50 kN (11.25 kips) each, two wheels at a distance of 2
m per axle and an axle to axle distance of 3 m (10 ft); see Figure 2.2.
Revise 2nd paragraph:
Minimum distance criteria between the finished road surface and the top of underlying
pipelines shall be 0.5 m or as specified in DEP 31.38.01.11_Gen, sect 3.4.1, whichever is
higher.
DEP 34.13.20.31-Gen.
September 2011
Page 14
The minimum distance between the finished road surface and the top of underlying
pipelines, pipe bridges and other crossings shall be 0.5 m (1 ft - 8 in).
Special load requirements for specific current and anticipated future duties, including
construction or maintenance requirements, shall be considered separately.
At least one road leading to the main process or distribution area(s) shall be designated as
a heavy equipment route and bridges/culverts including other underground facilities shall be
designed for the maximum expected loading condition caused by transportation of heavy
equipment.
2.4.8
Crash barriers
Crash barriers shall be applied where considered essential to protect personnel, equipment
and piping. Typical locations requiring crash barriers are road crossings over pipe tracks
and under pipe racks, roads close to pipe racks and pipe tracks, and roads adjacent to
steep slopes, T-junctions and sharp bends.
The preferred crash barrier system consists of I-beams with steel supports embedded in
the soil at 3 m (10 ft) distances to carry a guard-rail of 0.75 m (2 ft - 6 in) minimum height.
The steel should be galvanized.
The system shall be designed to absorb the design impact energy by deformation without
collapse.
Replace last paragraph:
Details of design and materials for crash barriers shall be in accordance with the Kuwait
Highway Design Manual.
Details of design and materials for crash barriers shall be submitted to the Principal for
review.
2.4.9
Road barriers
All road barriers shall be of the vertical swung type, either counterweighted or with
integrated gas compression.
The material of the barrier arms should preferably be of aluminium to allow easy
deformation, or in case of other material, should be provided with breaking pins.
Barrier arms shall not be locked or otherwise inhibit access by emergency teams. Arms
shall be fully painted in red/white reflecting bands. The plant road and the barrier should be
well lighted by lampposts.
The barriers should preferably consist of short (2 or 3 metres) arms without support at the
end of the arm. There shall be an easy passage for pedestrians and cyclists, e.g. by
creating an opening of 1 or 1.5 metres between the arms, or in case of one arm between
the end of the arm and the edge of the road. The arms shall be free of any (traffic) signs to
prevent extreme exposure to wind loads.
2.4.9
Exceptional transport on existing roads
The most severe conditions of either transport vehicles carrying exceptionally heavy
equipment, or of vehicles with multiple axles providing continuous and high load, shall be
adopted as the extreme loading conditions in the design of roads (including culverts and
bridges). If these are not acceptable, an adequate solution shall be agreed with the
Principal.
2.4.10
Drainage
2.4.10.1 Surface drainage
The road surface shall have a minimum lateral gradient of 1 in 50 to provide proper
drainage under all weather conditions.
DEP 34.13.20.31-Gen.
September 2011
Page 15
The drainage of road surfaces and plot paving forms an integral part of the drainage
system. For its design, reference is made to DEP 34.14.20.31-Gen.
2.4.10.2 Control of ground water
The ground under the road paving system shall be well drained.
The distance between the underside of the paving and the normal high ground water level
shall be not less than:
Road Type
Distance to water (m)
Distance to water (ft - in)
Main
0.75
2 ft - 6 in
Plant
0.50
1 ft - 8 in
off-plot heavy-duty
0.50
1 ft - 8 in
off-plot light-duty
0.50
1 ft - 8 in
Patrol
0.30
1 ft
not applicable
not applicable
maintenance track
If the sub-grade comprises rock, the normal high ground water level shall be taken as the
sub-grade level, unless it is demonstrated to the satisfaction of the Principal that the normal
high ground water level is below sub-grade level. This applies only when the distance
between rock level and underside of paving is less than the above values.
A permanent sub-surface drainage system shall be designed to ensure control of the
ground water level with regard to the above stated minimum distances and will include the
drainage of the subsoil under and adjacent to the road.
The influence of unlined drainage ditches, lined drain ditches and channels with weep holes
on the ground water table shall be taken into account. If there is a reasonable risk of
hydrocarbon or chemical spillages entering the roadside drainage system, the system shall
be lined to prevent contamination of the underlying ground. In such instances, the ground
water levels beneath the road shall be controlled by an independent system which may
include a buried drainage blanket and central drain as indicated in Figure 2.1, Typical cut
section.
The drainage system shall be designed to remain effective for the life of the plant and its
design shall prevent the unacceptable migration of fine soils into the drainage layers or
surface ditches.
2.4.10.3 Roads crossing existing drainage or other piping systems
If the construction of roads may interfere with the existing surface drainage system, their
design shall ensure the existing drainage system is unaffected. Measures taken to achieve
this may include, but not be limited to, the installation of culverts and ditches and the rerouting of water courses; see DEP 34.14.20.31-Gen. The drainage system shall be
designed on the basis of a storm with a recurrence period of 30 years, or the design life of
the plant, whichever is the longer period. If available, the results of a hydrological survey
shall be taken into account.
Surface water run-off from catchment areas outside the site shall be diverted around the
site by means of perimeter ditches, which shall be designed to accommodate the peak
design flows and protected against scour. The location and routing of the ditches shall be
established in consultation with the Principal.
2.4.11
Transition slabs
The use of below ground, reinforced concrete transition slabs shall be considered at those
locations where differential settlement between paving and/or foundations is expected. This
may be the case at pipe culverts and/or piled objects such as foundations and liquid-light
process plant paving.
DEP 34.13.20.31-Gen.
September 2011
Page 16
Add section 2.4.12:
2.4.12
Access roads
The access roads (transition) between asphalt roads and process units shall be asphalt
material. Access ways shall have maximum gradient of 1:10
Add section 2.4.13:
2.4.13
Asphalt Roads
2.4.13.1 Materials
a)
Asphalt Prime Coat
The grades, specification references, and application temperatures for the liquid
asphalt primer are given in the following table I. The grade used shall be as dictated
by local conditions and shall be approved by the Company.
TABLE
Asphalt Prime coat
GRADE
RC-70
MC-70
MC-30
RC-250
MC-250
b)
SPECIFICATION
ASTM D 2028, AASHTO M 81
ASTM D 2027, AASHTO M 82
ASTM D 2027, AASHTO M 82
ASTM D 2028, AASHTO M 81
ASTM D 2027, AASHTO M 82
APPLICATION
TEMPARATURES
40 TO 80 °C ( 100 TO 180 °F )
40 TO 80 °C ( 100 TO 180 °F )
30 TO 107 °C ( 85 TO 225 °F )
74 TO 132 °C ( 165 TO 270 °F )
74 TO 132 °C ( 165 TO 270 °F )
Sand
Sand cover shall be clean, granular, mineral material meeting the following grading
requirements. When tested with laboratory sieves, 100 percent shall pass the 4.75
mm (No.4) sieve and from zero to 2% shall pass the 75 micron (No. 200) sieve.
TABLE Ⅰ A
Gradation for Sand
c)
SIEVE SIZES
TOTAL PERCENT PASSING BY WEIGHT
4.75mm
75um
100
0-2
Asphalt Cement
Asphaltic cement shall be prepared from petroleum. It shall be uniform in character,
free from water and shall not foam when heated to 175 °C (350 °F).
It shall meet Grade 60_70in conformance with either ASTM D946 or Asphalt Institute
Specification SS_2.
d)
Tack Coat
The tack coat shall be applied between the asphalt base course and the surface
course using liquid Asphalt Grade RC _70 (cut_back) meeting the requirements of
AASHTO M81.
Oiling of crushed aggregate bases shall be applied directly to the approved
DEP 34.13.20.31-Gen.
September 2011
Page 17
compacted base using liquid asphalt Grade MC _70 (Cut_back) meeting the
requirements of AASHTO M82.
2.4.13.2 Asphalt Concrete Mixtures
a)
Dense Asphalt Concrete Base and Surfacing
The asphalt concrete mixtures shall consist of a uniform mixture of coarse crushed
aggregate, fine aggregate, mineral filler and asphalt materials. The combined
aggregates, including filler, shall meet the requirements of the following gradation
using methods detailed in ASTM C117 and C136. Gradations conforming to
AASHTO T11 and T27 Specifications will be acceptable with Company’s approval.
b)
Asphalt Concrete Base Course
The job_mix formula for the asphalt concrete base course mixture shall be within
the limits of Table II. Asphalt content shall be between 5.0 and 7.0 percent by
weight of total mix and the grade shall as specified in 2 .4.13.1.a.
Coarse Aggregate: Use crushed gravel or crushed stone, or combination, retained
on No. 10 sieve, uniform in quality throughout and free from dirt, organic, or other
injurious material occurring either free or as coating on aggregate. Conform
aggregate to ASTM C33 except for gradation. Furnish rock or gravel with Los
Angeles abrasion loss not to exceed 40 percent by weight when tested in
accordance with ASTM C131.
Fine Aggregate: Sand or stone screenings, or combination thereof, passing No. 10
sieve. Conform aggregate to ASTM C33 except for gradation. Use sand composed
of sound, durable stone particles free from loams or other deleterious foreign
matter. Furnish screenings of same or similar material as specified for coarse
aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall
be not more than 6. Sand equivalent shall have minimum value of 45 when tested
by Method A – AASHTO T304 and AASHTO T176.
Composite Aggregate: Conform to following limits when graded in accordance with
ASTM C136.
TABLE Ⅱ
Asphalt Concrete Base Course
GRADATION OF COMPOSITE AGGREGATE
Percent Passing by Weight or Volume
SIEVE SIZE mm (in)
Coarse Base (Type A)
Fine Base (Type B)
38 ( 1 1/2 )
100
32 ( 1 1/4 )
95 to 100
25 ( 1 )
100
22 ( 7/8 )
70 to 90
95 to 100
16 ( 5/8 )
75-95
12 ( 1/2 )
50 to 70
10 ( 3/8 )
60 to 80
4.75 ( No. 4 )
30 to 50
40 to 60
2.00 ( No. 10 )
30 to 34
27 to 40
0.422 ( No. 40 )
5 to 20
10 to 25
0.178 ( No.80 )
2 to 12
3 to 13
0.075 ( No. 200 )
1 to 6*
1 to 6*
VMA % Minimum
11
12
*2 to 8 when Test Method (Washed Sieve Analysis) is used.
DEP 34.13.20.31-Gen.
September 2011
Page 18
c)
Asphalt Concrete Surface Course/Wearing Course
The job_mix formula for the asphalt concrete surface course mixture shall be within
the limits of Table III. Asphalt content shall be between 5.5 and 7.0 percent by
weight of total mix and the grade shall be as specified in 2.4.13.1.a.
Coarse Aggregate: Use gravel or crushed stone, or combination, retained on No.
10 sieve, uniform in quality throughout and free from dirt, organic, or other injurious
material occurring either free or as coating on aggregate. Conform aggregate to
ASTM C33 except for gradation. Furnish rock or gravel with Los Angeles abrasion
loss not to exceed 40 percent by weight when tested in accordance with ASTM
C131.
Aggregate by weight shall not contain more than 1.0 percent by weight of fine dust,
clay like particles, or silt when tested.
Fine Aggregate: Sand or stone screenings, or combination thereof, passing No. 10
sieve. Conform aggregate to ASTM C33 except for gradation. Use sand composed
of sound, durable stone particles free from loams or other deleterious foreign
matter. Furnish screenings of same or similar material as specified for coarse
aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall
be not more than 6. Sand equivalent shall have minimum value of 45 when tested
by Method A – AASHTO T304 and AASHTO T176.
Composite Aggregate: Conform to following limits when graded in accordance with
AASHTO T27.
TABLE Ⅲ
Asphalt Concrete Surface Course/Wearing course
GRADATION OF COMPOSITE AGGREGATE
Percent Passing by Weight or Volume
SIEVE SIZE mm (in)
Coarse Base (Type A)
Fine Base (Type B)
19 ( 3/4 )
95 to 100
12 ( 1/2 )
98 to 100
10 ( 3/8 )
70 to 85
85 to 100
4.75 ( No. 4 )
43 to 63
50 to 70
2.38 ( No. 8 )
32 to 44
35 to 46
0.599 ( No. 30 )
14 to 28
15 to 29
0.297 ( No. 50 )
7 to 21
7 to 20
0.075 ( No. 200 )
2 to 7*
2 to 7
VMA % Minimum
14
15
*2 to 8 when Test Method (Washed Sieve Analysis) is used.
2.4.13.3 Placement Limitations
a)
Prime Coat
Prime coat shall be applied when the air temperature is above 10 °C (50 °F) and
rising, the air emperature being taken in the shade and away from artificial heat.
Primer shall not be placed when general weather conditions are not suitable.
b)
Asphalt Base Course
Prime coat shall be applied to base course before placing asphalt concrete base
course. The prime coat application temperature shall be maintained as close to
70°C as practical.
DEP 34.13.20.31-Gen.
September 2011
Page 19
c)
Tank Coat
The tack coat shall be applied with an approved sprayer not exceeding 0.30 L /m2
of surface. It shall be applied between the base course and surface course of full
depth asphalt concrete construction. Prior to the placement of any course of
asphalt mixture, all surfaces which will come in contact with the mixture shall be
dry, clean and given a uniform tack coat. Temperature of application of RC _70
tack coat shall be 49°C to 88°C (120°F to 190°F), a temperature _ volume
correction shall be applied.
d)
Asphalt Surface Course
Asphalt surface course mixture shall be placed only when the specified density can
be obtained. Precautions shall be taken to compact the mixture before it cools too
much, to obtain the required density. The mixture shall not be placed on wet
surfaces or when weather conditions will otherwise prevent its proper handling or
finishing. Asphalt surface course mixture shall be placed when the base course
surface is dry and its surface temperature is at least 10°C. The temperature of
asphalt mixture at the time of placing shall be between 110°C and 150°C.
e)
Weather and Temperature Precaution
The minimum air temperature, in the shade, at which asphaltic concrete may be
laid, is 5°C if rising or 10°C, if falling. The maximum air temperature that asphalt
concrete may be laid shall not be greater than 40°C. No construction shall be
permitted during sand storms or dust squalls. When the weather conditions may
prevent proper leveling and thorough consolidation, the contractor shall stop the
laying of the asphalt concrete. The restart of work shall be after Company’s
approval.
2.4.13.4 Construction Methods
a)
Asphalt Prime Coat application
The area to receive asphalt primer shall be substantially true to line and grade. It
shall have a dry or slightly damp, firm and properly prepared surface before
priming operations begin.
Loose and foreign material shall be removed.
The approximate application rate of asphalt primer shall be 1.0 to 2.0 L /m², and
shall be such that the amount applied will be completely absorbed by the surface
being treated in a period of 24 hours.
Application of asphalt primer shall be made uniformly with a pressure distributor,
and within the temperature ranges as specified in 2.4.13.1.a.
When heating is required, precautions shall be taken to avoid fire hazard.
Application shall be made only when the surface is dry or slightly damp.
The spray bar shall be shut off instantaneously at each construction joint to assure
a straight line and the full application of asphalt prime to the joint. If necessary to
prevent dripping, a drip pan shall be inserted under the nozzle when the
application is stopped.
A hand spray shall be used to apply primer material necessary to touch up spots
unavoidably missed by the distributor.
After application of the asphalt primer at least 24 hours shall elapse before
applying the sand cover if required.
DEP 34.13.20.31-Gen.
September 2011
Page 20
b)
Sand cover application
If the asphalt primer has not been completely absorbed by the treated surface 24
hours after application, sufficient sand shall be spread over the surface with a
mechanical spreader to blot up the excess asphalt.
Before placing an asphalt surface course or surface treatment, loose sand shall be
swept from the primed surface.
c)
Stage Construction
Stage construction may be employed by initially constructing the aggregate base
course and asphalt base course to accommodate construction traffic. The asphalt
surface course may then be constructed near completion of project upon
re_preparation of the base course and correction of deficiencies.
The area to be paved shall be substantially true to line and grade. It shall have a
dry, firm and properly prepared surface before paving operations begin. Loose and
foreign material shall be removed. When the compacted base on which the asphalt
surface is to be placed is a non_asphalt base, it shall be primed per asphalt prime
coat application procedure. When the asphalt surface course is to be placed on
compacted asphalt, surface shall receive a tack coat of 0.30 L /m2 of surface. The
tack coat shall be allowed to cure before placing the asphalt surface course. The
tack coat shall be applied on only as much base that can be covered with asphalt
surface mixture in the same day. When asphalt surface course is constructed in
layers, a tack coat shall be applied as specified above and prior to placement of
each layer of the surface course.
2.4.13.5 Approval of materials/ Quality Assurance
Inspection and Testing
a)
Testing
Certified test results for all materials proposed for use under these specifications
shall be submitted to Company for approval prior to use on the job. Also, one
density test and one thickness test shall be performed for each 2000 square meter
area of asphalt concrete pavement completed and certified results of later shall be
submitted to client for approval.
b)
Accepting and correcting Asphalt surfaces:
Any depressions/ undulations that may develop on the finished concrete surface
after the first rolling shall be remedied by loosening the surface depressions and
correct to a proper surface.
In any case, no depressions shall be noticeable until the final compaction has been
made. The surface course shall be removed and sufficient new material shall be
laid to form a required even surface. The finished pavement surface shall show no
deviation from the general surface and shall be within the tolerance specified. Any
portions of the completed pavement that are defective in finish, density, or
composition, or that do not comply in all respects with the requirements of the
specification, shall be , removed and replaced with the suitable material, properly
laid in accordance with this specification.
Also, any fatty spots, depressions, unevenness, irregular spots or other failures
within 12 months after acceptance, shall be repaired by the contractor at his own
expense.
DEP 34.13.20.31-Gen.
September 2011
Page 21
c)
Tolerances in the Thickness and surface
Thickness
The asphalt concrete surface shall be placed to the thickness shown on the design
drawings and shall not be less than 50 125 mm and shall be placed in two
courses_ asphalt base course and asphalt surfacing course.
Surface
The finished pavement surface shall not show deviation from the general surface in
excess of 3 mm/m or a maximum of 5 mm/m when measured in the following
manner. A three meter straight edge shall be placed to the centerline of roadway
so as to bridge any depression. Ordinates measured from the face of the straight
edge to the surface of the pavement shall not exceed 3 mm for each meter in
distance from the nearest point of contact, or a maximum of 5 mm.
2.5
CONSTRUCTION
In the interest of safety, it shall be ensured that all parts of the site are accessible by
emergency vehicles, unless permission is obtained from the Principal for temporary works.
During construction, a traffic management system shall be implemented to minimise the
risk of road traffic accidents, injury to personnel and damage to or loss of nearby
equipment.
Details of proposed materials for road construction and the compliance testing programme
to control the works shall be submitted to the Principal for review.
Add new paragraph:
If practicable, construction roads shall be located along the line of permanent roads. If slabs
are used as a paving surface, which may become defaced or blemished as the work is
carried out; the slabs may be placed upside down during construction to provide a stable
working surface. On completion of construction, the slabs can be turned to the correct
position to reveal a clean surface.
Add section 2.6:
2.6
ROAD SIGNS
Roads shall be marked, striped, painted and provided with signage per the requirements of
Project variation P6000CFP.000.10.10.004.
DEP 34.13.20.31-Gen.
September 2011
Page 22
4 m (13 ft)
1 m (3.25 ft)
0.25
0.25
0.25
0.25
0.24
0.25
0.25
0.25
0.25
150 kN (33.7 kips)
150 kN (33.7 kips)
On heavy-duty roads
3 m (10 ft)
50 kN (11.25 kips)
50 kN
On light-duty roads
Figure 2.2
Schematic Drawing Showing Typical Axle Loads And Vehicle
Dimensions
DEP 34.13.20.31-Gen.
September 2011
Page 23
3.
PAVING
3.1
DETAILED SCOPE
This section describes the minimum requirements for paved areas. In general, these areas
should be limited to those parts of a site where:
3.2
•
there is a reasonable risk that there will be an accidental spillage from operations
and maintenance of chemicals or hydrocarbons which would be detrimental to the
environment;
•
where design loads other than pedestrians are to be expected.
GENERAL DESCRIPTION
In areas where there is a reasonable risk that there will be an accidental spillage of
chemicals or hydrocarbons that would be detrimental to the environment, paving shall
comprise reinforced concrete. The paved areas are divided into slabs separated by flexible
joints to allow for lateral movement. Where chemical and hydrocarbon spillages described
above may occur, these joints shall be designed to be impermeable.
Revise last sentence of 2nd paragraph:
Replace “sub_base” with “base course”
In areas where light-duty paving is sufficient and there is a low probability of a spillage,
tiles, bricks or flexible pavements may be acceptable. The pavement may rest directly on
the sub-grade prepared during the site preparation. However, a sub-base base course to
support the paving may be required depending on the suitability of the sub-grade.
3.3
FUNCTIONAL REQUIREMENTS
Functional requirements for paving areas are:
•
provision of reliable and easy access of personnel and equipment for construction,
operation and maintenance;
Revise 2nd bullet item as follows:
•
provisions of a foundation base for light equipment, such as ,instrument racks,
ladders, stairs , small bore pipe supports, etc;
However, foundations supported from thickened paving shall be verified and
documented per design conditions related to wind, seismic, pipe thrust, friction, etc;
see DEP 34.19.20.31_Gen. for additional requirements.
• provision of a foundation base for light equipment, such as sheds, racks, ladders,
stairs, pipe supports, etc.;
•
protection of the soil and the ground water from contamination resulting from a
spillage of chemicals or hydrocarbons;
•
prevention of erosion of the soil;
•
routing of spillages (liquids or gas) to sumps and drains.
3.4
DESIGN AND MATERIALS
3.4.1
Paving classification
Paving is classified as follows:
•
light-duty paving;
•
heavy-duty paving;
•
special paving.
DEP 34.13.20.31-Gen.
September 2011
Page 24
3.4.2
General
Designs using light- or heavy-duty paving are preferred. If the functional requirements
specified in (3.3) cannot be satisfied with the use of light- or heavy-duty paving, special
paving shall be designed to the Principal’s specification. For transition slabs, see (2.4.11).
3.4.3
Site preparation interface
Replace “sub base” with “base course”
The sub-grade and sub-base base course shall be prepared in accordance with (2.4.2).
Reference is made to DEP 34.11.00.11-Gen. and DEP 34.11.00.12-Gen.
3.4.4
Calculation method
Paving slabs shall be designed in accordance with accepted methods, which may include
the modified Westergaard's formulae. The minimum axle loads are defined in Figure 2.2.
A modulus of sub-grade reaction is normally used to represent all soil supporting the
concrete paving slabs. To determine or to verify the modulus, the standard plate bearing
test, with a 762 mm (30 in.) diameter plate, shall be used. For other diameters or methods,
the results shall be corrected to obtain a value comparable with the standard method.
Steel wire fabric reinforcement shall be used to prevent uncontrolled cracking due to
stresses resulting from such effects as shrinkage or thermal variations. It shall be assumed
that the reinforcement mesh does not contribute to the tensile strength of the pavement
slab.
The design of the wire mesh shall take into account the maximum friction forces due to
sliding. The forces are dependent on slab base friction and weight of the slab only.
In addition to determining the modulus of sub-grade reaction, the consequences of shortand long-term settlements and differential settlements shall also be taken into
consideration.
Locations of the lateral movement joints shall be selected similarly to, and together with,
those of slab reinforcements to prevent uncontrolled cracking as a result of shrinkage,
thermal variations, natural changes in moisture content and other conditions. Tensile strain
of up to 0.015 % shall be allowed.
Special paving may be required to support heavier loads or to satisfy additional
requirements. The design principles shall be the same as described above. Alternative
methods shall require the approval of the Principal.
3.4.5
Standard light- and heavy-duty paving
In 1st paragraph, 3rd sentence,
Delete: As noted in (3.2), tiles, bricks or flexible pavement may be acceptable for the design
of light duty pavements.
Schematic drawings showing typical sections of standard paving are presented in
Figure 3.1. Details of heavy and light duty pavements and footpaths are presented in
Standard Drawings S19.003, S19.004 and S19.005. As noted in (3.2), tiles, bricks or
flexible pavements may be acceptable for the design of light-duty pavements.
In 2nd paragraph, 1st sentence,
Replace: “a concrete grade for reinforced concrete structures” with “concrete with
compressive strength of 30MPa (28 day cylinder strength)”
Where concrete is required in the construction of standard light- and heavy-duty paving,
a concrete grade for reinforced concrete structures concrete with compressive strength of
30MPa (28 day cylinder strength) as defined in DEP 34.19.20.31-Gen. shall be specified as
a minimum. The design shall take into consideration the climatic and chemical conditions.
The concrete mix design shall be compliant with DEP 34.19.20.31-Gen.
The thickness of the light-duty paving shall be at least 100 mm (4 in) and a minimum
reinforcement of one layer of 7 mm (1/4 in) steel wire spaced at a pitch of 200 mm x
DEP 34.13.20.31-Gen.
September 2011
Page 25
200 mm (8 in x 8 in) shall be specified. The reinforcement material shall be compliant with
material A 193 in accordance with BS 4483 or equivalent.
The thickness of the heavy-duty paving shall be at least 150 mm (6 in) and a minimum
reinforcement of two layers of 7 mm (1/4 in) steel wire spaced at a pitch of 200 mm x
200 mm (8 in x 8 in) shall be specified. The reinforcement material shall be compliant with
material A 193 in accordance with BS 4483 or equivalent.
Steel reinforcement shall have a minimum cover of 40 mm (1-½ in) and if only one layer is
required this shall be placed at 0.6 times the slab thickness above the bottom of the slab.
In aggressive environments that may result from climatic or chemical conditions, an
increased thickness of cover may be required. The proposed design shall be submitted to
the Principal for review.
Brick paving shall be installed in stretcher bond or fish bone bond. Bricks shall be concrete
and manufactured according to EN-1338 or according an equivalent standard approved by
the Principal. The sub base of brick paving shall consist of one layer of sand with a
minimum thickness of 50 mm. Connections to existing paving shall be laid in similar bond
as existing, possible occurring level differences shall be solved by gentle sloping.
Linear level differences shall be connected with a maximum slope of 1:20 and in transverse
direction with a maximum slope of 1:40.
3.4.6
Construction of lateral movement joints
Flexible lateral movement joints shall be provided between two adjacent slabs to prevent
ingress of hydrocarbons and chemicals. In general, no dowels are required and the joint
comprises a gap of sufficient width to cater for local temperature differentials. The joint shall
be filled with elastic filler and sealed with a chemical and hydrocarbon resistant sealant.
The same method of construction shall be adopted for joints between paving and
catchment basins, channels and sumps.
Lateral movement joints shall be spaced not more than 10 m (33 ft) apart. The maximum
slab size shall be 20 m x 20 m (66 ft x 66 ft). To minimise the opening of lateral movement
joints due to shrinkage of concrete during curing, alternate slabs shall be initially cast and
cured. On completion of curing, the remaining slabs can be cast to fill in the spaces
between the slabs.
3.4.7
Drainage considerations
Catchment areas and gradients of paving for certain on-plot and off-plot applications are
described in DEP 34.14.20.31-Gen. Where guidance is not covered by the referenced
standard, the following minimum gradients shall apply:
3.5
Paving area
Paving gradient
LNG
1 in 200
LPG spheres
1 in 50
Furnaces
1 in 50
CONSTRUCTION
The sub-base shall have a minimum thickness of 250 mm (10 in) and shall be made of free
draining, well graded, granular material and shall be uniformly compacted to achieve the
design requirements.
Revise 1st sentence of second paragraph:
Polyethylene sheeting shall be laid before the reinforcement is placed to prevent absorption
of water from the concrete into the formation layer.
Waterproof building paper, polyethylene sheeting or equivalent material shall be laid before
the reinforcement is placed to prevent absorption of water from the concrete into the
formation layer. Prior to pouring the concrete, the surface shall be thoroughly cleaned of
loose or other deleterious material.
DEP 34.13.20.31-Gen.
September 2011
Page 26
The concrete shall be thoroughly densified applying a vibrator or other suitable equipment.
After pouring and finishing, the concrete shall be cured for at least seven days. To facilitate
the curing process, a curing compound may be applied along with an impermeable sheet,
damp fabric, or wetted sand cover during the curing period.
The construction materials shall, as a minimum, comply with the requirements listed below:
•
complete mesh square for reinforcement;
In 5th paragraph, Replace 2nd bullet item with the following:
•
0.25 mm minimum thickness (1000 gauge) for polyethylene sheet liner compliant
with ASTM D2103 shall be laid before the reinforcement is placed to prevent
absorption of water from the concrete into the formation layer. The liner shall extend
a minimum of 150mm beyond all concrete foundation edges. Liner overlap shall not
be less than 300 mm at all joints and intersections.
• polythene sheet or waterproof building paper, compliant with BS 1521;
•
reinforcement wire mesh shall be continuous through lateral movement construction
joints.
Add Figure 3.1 taken from DEP 34.13.20.31+Gen dated April 2003 (Version 20):
On both sections of Figure 3.1:
Replace: “Compacted granular sub_base” with “Compacted granular base course which
shall be well drained and compacted to suit design requirements. Minimum compaction of
95% maximum dry density shall be achieved
”
On Typical section of light+duty reinforced concrete paving:
Replace: “Min 250 mm” dimension with “Min 150 mm”
DEP 34.13.20.31-Gen.
September 2011
Page 27
Min. 150mm
Compacted granular base
course which shall be well
drained and compacted to suit
design requirements. Minimum
compaction of 95% maximum
dry density shall be achieved
Min. 150mm
Compacted granular base
course which shall be well
drained and compacted to suit
design requirements. Minimum
compaction of 95% maximum
dry density shall be achieved
Add section 3.6:
3.6
PAVING
All edges of concrete pavement and pavement adjacent to catch basins, sumps, or manhole,
etc, shall be thickened. The extent shall be determined by design engineer.
DEP 34.13.20.31-Gen.
September 2011
Page 28
4.
SURFACING OF UNPAVED AREAS
4.1
DETAILED SCOPE
This section describes the minimum technical requirements for the surfacing of those areas
within the site that do not require paving.
These areas are generally limited to those parts of the site where no hydrocarbon or
chemical spill is expected to occur, and where the surface normally does not need to
support loads other than pedestrians.
4.2
FUNCTIONAL REQUIREMENTS
Surfacing of unpaved areas shall meet the following requirements:
4.3
•
prevent soil erosion by wind and water;
•
be able to support pedestrians and light vehicles, including 4-wheel drive vehicles;
•
repress undesirable vegetation.
DESIGN
Surface materials shall be durable and shall have minimal maintenance requirements. In
the event of fire, they should be inert or self-extinguishing. The ground water shall not be
polluted and, if necessary, a drainage system shall be provided for.
Unpaved areas may be classified into 2 categories as defined below:
1.
Low fire hazard, which may include the following areas:
• neutral zone between fences;
• unused off-plot areas;
• off-plot pipe racks and pipe tracks containing continuously welded piping with no
flanged connections.
If grass is specified, preference shall be given to simultaneous use of multiple slow
growing varieties. If there is an acceptable safety distance to the nearest fire hazard
area, the Principal may approve other forms of vegetation.
For gardens and landscaping areas, the Principal shall specify requirements.
2.
Fire hazard, which may include the following areas:
• flare and open fire areas;
• off-plot pipe racks and pipe tracks which contain flanged connections, valves or
sampling points, and include manifolds;
• areas around processing units.
Pipe tracks shall have a 75 mm (3 in) thick gravel cover.
In all on-plot areas, gravel, or other inert material is required in a layer thickness of at
least 50 mm (2 in). Measures shall be taken to minimise the growth of vegetation.
Off-plot areas should be covered with simultaneous use of multiple slow growing
varieties of grass. Other types of surfacing, including gravel, shall require the
Principal's approval.
Gravel 16/32 shall be used.
4.4
MATERIALS
Inert materials as mentioned in (4.3) shall be durable under local conditions. Crushed,
sound rock, coarse gravel, sand-cement mixes and blast furnace slag are generally
acceptable.
DEP 34.13.20.31-Gen.
September 2011
Page 29
5.
CABLE TRENCHES
Note:
This section is limited to general civil engineering minimum requirements only.
DEP 33.64.10.33-Gen., DEP 32.37.20.10-Gen. and DEP 33.64.10.10-Gen. describe
electrical and instrumentation requirements for cable trenches.
Cables laid in cable trenches shall be at least 600 mm (24 in) below ground level. The
depth of the trench may be increased in order to accommodate up to 3 layers of cables.
Trenches shall be filled with graded, non-angular, well draining, compacted sand free of
sharp particles, e.g. sieved. The design depth of and backfill materials for cable trenches
shall take into consideration the detrimental effects of frost in geographical regions, or
locations at the plant where sub-zero temperatures can be expected. Salty sand shall not
be used unless specifically approved by the Principal.
In paved and unpaved areas, cables shall be shielded by cable tiles at a depth of at least
350 mm (14 in) below final grade. Under concrete paving no cable tiles are required. The
location of trenches shall be clearly indicated on the surface, by colour code in paved areas
and by signs in unpaved areas.
In paved areas, trenches that need to remain accessible shall be covered with removable
concrete panels. Panels shall be designed to the same standard as the surrounding paving.
If access to trenches in paved areas is not required, the permanent paving should be
continuous.
Instrument trenches shall always cross at an angle of 90 degrees with power and lighting
cables. For the upper trench, a bridge comprising a concrete bottom slab supported on the
walls of the lower trench shall be constructed to facilitate excavation of the lower cable
trench.
Separation distances between instrument and power and lighting cables shall be as per
DEP 33.64.10.33-Gen., DEP 32.37.20.10-Gen. as per DEP.
The bottom of trenches should be above the permanent ground water table. In designing
the layout and depths of cable trenches, consideration shall be given to the design
requirements of the drainage system
The cables shall have a minimum distance of 0.3 m (1 ft) to any buried pipelines. In hot
lines the pipe shall be insulated to limit the temperature at the outside to 60 °C (140°F)
maximum, reference is made to DEP 33.64.10.10-Gen.
To allow efficient design and installation of underground utilities, at the beginning of the
works an underground elevation protocol specifying depth and installation sequence of
underground utilities, including cables, shall be specified. Cables should cross underneath
buried pipelines.
Details of electrical and instrument cable trenches and routes are presented in Standard
Drawings S19.001 and S19.002.
Add new paragraph after last paragraph:
Typical cross sections and layouts are shown in Figure 5.1. For details of electrical and
instrument cable trenches and routes see standard drawings S19.001 and S19.002.
Add Figure 5.1 taken from DEP 34.13.20.31+Gen dated April 2003 (Version 20):
On section entitled “Permanently covered cable routing”:
Replace: “Compacted sand fill” with: “Compacted sand fill which shall be sieved, free of
stones and non_aggressive and shall be compacted to a minimum of 90% maximum dry
density”
On “Section A+A”:
Add the following description: Cable trench walls to be constructed from concrete
masonry units. For additional information see standard drawings S19.001 and S19.002.
DEP 34.13.20.31-Gen.
September 2011
Page 30
Compacted sand fill which
shall be sieved, free of stones
and non_aggressive and shall
be compacted to a minimum of
90% maximum dry density
Cable trench walls to be
constructed from concrete
masonry units. For additional
information see standard
drawings S19.001 and S19.002.
DEP 34.13.20.31-Gen.
September 2011
Page 31
6.
EROSION PROTECTION OF SLOPES INCLUDING, EMBANKMENTS, DITCHES AND
OPEN DRAINS
6.1
DETAILED SCOPE
The scope of this section is limited to erosion protection aspects.
The stability, settlement behaviour and construction of slopes, bund walls and
embankments are covered in DEP 34.11.00.11-Gen. and DEP 34.11.00.12-Gen.
For ditches and open drains, only the material, design, and construction aspects of the
protective surface layer are considered.
Design and capacity
DEP 34.14.20.31-Gen.
6.2
requirements
for
drainage
systems
are
covered
in
GENERAL DESCRIPTION
The purpose of erosion protection is to prevent the process of weathering and transport of
solids (sediment, soil, rock and other particles).
Add to end of 1st paragraph:
Examples of erosion protection layers are:
concrete slabs, blocks or mortar
flexible asphaltic and bituminous products, including sand bitumen mix
impermeable polyethylene or equivalent sheeting, anchored with tiles, brickwork,
rock, or similar such ballast
layer of crushed rock, gravel, tiles or brickwork, if required in combination with filter
fabric
reinforced mats with geotextiles and geogrids
grass
Revise 2nd paragraph:
A filter fabric shall be applied if a wash out of sand or sandy material is expected through
the erosion protection layer, e.g., through joints in slabs or cracks in the protection layer.
The possibility of cracking should also be considered.
A filter fabric shall be applied if a wash out of sand or sandy material is expected through
the erosion protection layer, e.g., through joints in brickwork and slabs, cracks in the
protection layer, etc. The possibility of cracking should also be considered.
6.3
FUNCTIONAL REQUIREMENTS
Slopes for bund walls, cuts, embankments, open drains and ditches, for example, shall be
protected against erosion and subsequent damage, and failure on a micro scale as
a consequence of wind, water, and spillages. In the selection of the slope protection
system, other aspects shall be taken into consideration to ensure a durable and low
maintenance solution is adopted. Selection shall take into consideration activities that may
occur in the close vicinity of the slope and could have a detrimental effect, e.g., temporary
loading from vehicles, storage of materials, or vibration.
For guidance on protection against failure on a macro scale (slope stability) reference is
made to DEP 34.11.00.12-Gen.
In areas where there is a reasonable risk that there will be an accidental spillage of
chemicals or hydrocarbons that would be detrimental to the environment, the cover layer of
open drains and ditches shall protect the subsoil against pollution. The protection measures
adopted shall be selected based on a study of the level of risk. If an accidental spillage
flows through the system rapidly, and a cleanup operation can be completed in a short
time, then the protection system adopted may possibly include a lining that is not
DEP 34.13.20.31-Gen.
September 2011
Page 32
impermeable. In instances where the spillage cannot be cleared away rapidly, an
impermeable membrane solution shall be adopted.
6.4
DESIGN
Erosion protection systems shall be selected to cope with all requirements under all
operational conditions. The criteria shall be proposed to the Principal for review.
The design shall incorporate measures to prevent the sliding downwards or floatation of the
erosion protection system as a result of changes in pore water pressures, variations in
temperature, slumping from self-weight or other processes. The design of the slope
protection shall consider the long term superficial settlement, erosion or other behavioural
processes, and ensure that the slope protection system remains serviceable.
Where impermeable erosion protection systems are selected to prevent contamination of
ground and groundwater, the design shall not include drainage points or weep holes.
However, the design shall take into account the highest possible ground water level in
combination with the minimum water level in the drain to design against slope failures due
to build up of pore water pressures.
6.4.1
On-plot areas
6.4.1.1
Inside battery limits
In 1st paragraph at end of 1st sentence add:
Inside battery limits, all slopes, bund walls, embankments, open drains, and ditches shall
be lined with concrete. Refer to Figure 6.1 for schematic drawing of slope protection panels.
The concrete shall be designed in accordance with DEP 34.19.20.31-Gen. Special care
shall be taken in pouring these relatively thin slabs, and as a minimum the requirements of
DEP 34.19.20.31-Gen. shall be followed. The minimum layer thickness of the lining
concrete shall be 80 mm (3-1/8 in) and a reinforcement mesh of 7 mm (1/4 in) steel wire
spaced at a pitch of 200 mm x 200 mm (8 in x 8 in) or equivalent shall be incorporated into
the design.
In 2nd paragraph,
Replace: “slabs” with “concrete panels”
Slabs Concrete panels shall have a maximum size of 5 m x 5 m (16 ft - 6 in x 16 ft - 6 in).
Where the risk of contamination is considered acceptably low, slopes higher than 1 m
(3 ft - 3 in) shall be provided with drainage points or weep holes to eliminate the build up of
pore water pressures. Wash out of soil through these drainage points or weep holes shall
be prevented.
Erosion of soil through joints between panels shall be prevented, e.g., by the application of
strips of suitable filter material. Long-term behaviour, e.g., danger of gradual clogging, shall
be taken into consideration.
6.4.1.2
Outside battery limits
Grass shall not be used as erosion protection in flare areas, major pipe tracks, pump pits,
or other areas where there is a requirement to minimise fire hazards.
In areas where there is unlikely to be an accidental spillage of chemicals or hydrocarbons,
any erosion protection system, except grass, shall be acceptable.
For concrete panels the minimum requirements described in (6.4.1.1) shall apply.
Drainage points or weep holes as specified in (6.4.1.1) shall be provided for flexible erosion
protection systems.
Where water-tight or low permeable erosion protection layers are required, the drainage
aspect as discussed in (6.4.1.1) regarding drainage points or weep holes shall be
considered.
DEP 34.13.20.31-Gen.
September 2011
Page 33
In areas where there is a reasonable risk that there will be an accidental spillage of
chemicals or hydrocarbons that would be detrimental to the environment, one of the
following systems will be adopted:
6.4.2
•
concrete slabs as described in (6.4.1.1);
•
for major drains, an impermeable sealing membrane shall be used to at least 0.5 m
(1 ft - 8 in) above design water level.
Off-plot areas
Delete: In all areas not covered by (6.4.1), grass is recommended.
In all areas not covered by (6.4.1), grass is recommended.
Add Figure 6.1 taken from DEP 34.13.20.31+Gen dated April 2003 (Version 20):
On “Section A+A”:
Replace: “Reinforced concrete” with “Reinforced concrete panels” (See sect 6.4.1.1)
Reinforced concrete panels”
(See sect 6.4.1.1)
DEP 34.13.20.31-Gen.
September 2011
Page 34
6.5
MATERIALS
Materials shall be consistent with ASTM Volume 04.03 or the equivalent accepted by the
Principal. For concrete and cement mortar, see DEP 34.19.20.31-Gen.
6.6
CONSTRUCTION
Slopes shall be compacted and trimmed before erosion protection layers are installed to
prevent local failure. Proposed working methods shall be submitted to the Principal for
review.
DEP 34.13.20.31-Gen.
September 2011
Page 35
7.
FENCING AND GATES
7.1
GENERAL
This section covers only the minimum requirements for permanent fences and gates. It
does not cover special security measures that may be required such as cameras, security
guards and other specialty fencing systems. The design of temporary fencing shall be
agreed with the Principal.
The standards referenced below shall be used to supplement the requirements in (7.2) to
(7.7):
7.2
•
ASTM A 392;
•
ASTM A 491;
•
ASTM D 1557;
•
ASTM F 552;
•
ASTM F 567;
•
ASTM F 626;
•
ASTM F 668;
•
ASTM F 1043;
•
BS 1722.
SECURITY RISK ASSESSMENT
For green field developments and extensions of existing facilities, a security risk
assessment shall be executed. The outcome of the assessment shall identify the category
of risk the site is exposed to in accordance with those described below.
The fence type can be uniform for the whole facility, but where particular risk areas are
identified, other fence types may be required.
The assessment shall classify the site according to one or more of the following five risk
categories:
•
insignificant risk - a situation with a minimum level of crime and a need for basic
personal and company security precautions. Generally an effective public security
infrastructure is in place;
•
low risk - a situation with frequent incidents of petty crime, limited possibility of
activism or terrorism, and generally good quality public security infrastructure. Basic
personal and company security are required;
•
medium risk - a situation with frequent incidents of crime, violence perpetrated by
criminals, terrorists or guerrillas, and the possibility of small-scale internal unrest.
Generally limited effectiveness of the public security infrastructure. Attention must
be paid to good personal and company security precautions;
•
high risk - a situation with frequent petty, serious, and organized crime. A serious
terrorist or guerrilla problem, with the possibility of medium-scale internal unrest with
the threat of internal armed conflict. Generally poor quality public security
infrastructure. Stringent personal and company security precautions are required;
•
critical risk - a situation where the security authorities no longer have control of law
and order, and personnel and the company have to maintain their own highest
possible levels of protective measures.
DEP 34.13.20.31-Gen.
September 2011
Page 36
7.3
GENERAL DESCRIPTION
7.3.1
Fence types
Four examples of typical fencing are shown on Standard Drawings S13.001, S13.002,
S13.003 and S13.004. The security risk in the area and the suitability of locally available
materials will govern the appropriate selection of fencing for a particular site.
7.3.2
Preferred fencing system
The preferred system consists of the following components:
•
all posts for line, corner and end have a buried concrete footing and inclined top;
•
bracing;
•
chain link fence fabric;
•
barbed wire;
•
tension wire;
•
gates.
Add the following:
For interior fencing, refer to Standard drawing S13.004.
7.3.3
Alternatives
Delete the entire section
Alternatives to the preferred system shall be submitted to the Principal for review and may
be considered provided they satisfy the requirements of (7.4) and (7.5).
7.4
FUNCTIONAL REQUIREMENTS
7.4.1
Fences
A system of fences and gates shall be erected close to and entirely within the site limits.
The system shall be designed to prevent unauthorised entry into the site by persons who
are not equipped with special means to force such an entry.
The system may consist of a single or double fence as required to address the perceived
risk assessed in (7.2) as a minimum of 2.4 meters height. Where determined as a
requirement by Security Risk Assessment, weld mesh, expanded metal or metal palisade
fencing material shall be used for perimeter fencing.
The top of the external boundary fence shall have a 45° outward inclined section of 0.7 m
(2 ft - 4 in) length with anti-climb topping to 2.9 metres overall. The top of the outward
inclination shall be within the property limits. Maintenance tracks or patrol roads may be
required as specified by the Principal.
Anti-climb topping shall be either
(1) 3–6 strand barbed wire top-guard constructed of 9 gauge or heavier wire angled out
and up at a 45 degree angle;
(2) concertina wire/razor-ribbon.
The system shall also facilitate discovery by plant security of any trespassing. A clear line
of sight shall be established along the length of the fence with hills and gullies along the
fence line being levelled off as far as practicable. Fences shall have a minimum number of
bends.
The system shall not inhibit the natural dispersion of gas leakages on site.
Where natural elevation, gradient, or man-made structures effectively compromise the
height of a 2.9 metres perimeter or critical area fence, additional fencing material shall be
added to ensure an effective overall height of 2.9 metres is maintained.
DEP 34.13.20.31-Gen.
September 2011
Page 37
Fencing should be buried at the base wherever practicable. Where not possible, gaps
between the bottom of the fence and grade shall not exceed 5 cm.
Storm drains, culverts, pipelines, utility tunnels, etc. in excess of 620 square cms and which
pass through or under the perimeter fence, shall be fitted with additional security screening
or bars to preclude intrusion.
7.4.2
Gates
Gates shall be provided to satisfy operational requirements. However, the number of gates
provided to meet these requirements shall be kept to a minimum.
Gates shall be an integral part of the fence and shall be of a similar design with respect to
height and strength, etc.
7.5
DESIGN REQUIREMENTS
7.5.1
General
Prior to the erection of fences, site preparation shall fulfil the following requirements:
•
embankments, which may be required under (7.4.1), shall not extend beyond the
site boundary;
•
embankments shall be stable and have a slope of maximum 1 vertical to 1.5
horizontal. Adequate erosion protection shall be applied;
•
embankment fill material shall be placed at a minimum dry density of 85 % modified
AASHTO (ASTM D 1557 or AASHTO T180);
•
embankments shall have a minimum shoulder of 0.5 m (1 ft - 8 in) between the
fence foundation and the outside embankment slope;
•
embankment slopes, etc., resulting from site preparation works shall allow a clear
view from the patrol road or maintenance track towards the area outside the fence.
Exceptions shall be submitted to the Principal for review. The fence design shall comply
with BS 1722-10.
7.5.2
Preferred fence design
The fence shall be designed to withstand any load that may occur (such as gale force wind
loads, thermal movement from extreme climatic conditions, etc.).
The vertical part of the fence and gates shall be a minimum of 2 m (6 ft - 6 in) tall and the
gap between the fence and the ground shall at no place exceed 0.1 m (4 in). The extent of
support at the base of the fence shall depend on the local environmental and climatic
conditions as well as the requirements necessary to address the perceived risk assessed in
(7.2) and other considerations including national requirements. Ground beams and anchors
may be considered to prevent the bottom of the fence from lifting up.
The concrete footing of a fence post shall extend at least 0.6 m (2 ft) into the ground, and
shall have at least the same weight as the post with a minimum of 25 kg (55 lb).
Both cast in situ and precast concrete footings are acceptable.
Metal parts, except the chain link fence fabric, shall not be in contact with the soil.
Gates shall be of the swinging type unless otherwise specified by the Principal.
7.5.3
Drainage crossings
At crossings of the fence with water courses or other drainage channels, a removable bar
screen shall be installed for security reasons.
7.6
MATERIALS
Revise 1st paragraph:
All steel material shall be hot dip galvanized for fence posts and braced rails. PVC coated
chain link fence fabric and tension wire shall be used.
DEP 34.13.20.31-Gen.
September 2011
Page 38
The material choice shall be based on local availability, minimum maintenance and low
capital costs. Galvanized or aluminium-coated steel, aluminium and concrete are generally
acceptable. PVC-coated chain link fence fabric and tension wire may be used.
Materials shall be durable in view of the climatic conditions, soil conditions and plant
atmosphere.
All materials shall be compatible and not lead to contact corrosion when assembled.
7.7
TIMING OF CONSTRUCTION
The construction of permanent fences and gates shall precede all other construction
activities unless otherwise agreed by the Principal. In the latter case a temporary fencing
system shall be considered.
DEP 34.13.20.31-Gen.
September 2011
Page 39
8.
MAINTENANCE
A maintenance cycle to ensure assets remain serviceable for the life of the site shall be
implemented for all civil engineering infrastructures. The designer and site operator shall
develop a master plan that shall incorporate a system of reporting results of both routine
and irregular inspections of the assets. The system shall catalogue the condition of assets
and criteria shall be established which shall trigger the requirement for repair or renewal.
This system shall ensure the assets remain serviceable and allow the operating unit to plan
for maintenance that will ensure maintenance costs can be included in annual budget plans
and kept to a minimum.
DEP 34.13.20.31-Gen.
September 2011
Page 40
9.
REFERENCES
In this DEP reference is made to the following publications:
Revise ‘Note 1’ as follows:
Delete ‘Note 2’
NOTES:
1. Unless specifically designated by date, the latest edition of each publication shall be used,
together with any amendments/supplements/revisions thereto.
Unless specifically designated by date, the latest edition of each publication in effect on the date
of bid submission shall be used, together with any amendments, supplements, or revisions thereto.
2. The DEPs and most referenced external standards are available for Shell users on the Shell Wide
Web (SWW) at address http://sww.shell.com/standards.
Add the following:
For referenced standards that may be withdrawn/superseded (as indicated by the organization of
the particular Standard), the document replacing the superseded document shall be used.
Add the following:
In this DEP, reference is made to other DEP specifications and standard drawings. For project use,
these referenced DEPs (specifications and drawings) shall be used in conjunction with relevant
project variations, as applicable.
SHELL STANDARDS
Standard drawings index
Instrument signal lines
Electrical engineering design
Electromagnetic compatibility (EMC)
Site preparation and earthworks including tank foundations
and tank farms
Geotechnical and foundation engineering - Onshore
Drainage and primary treatment facilities
Reinforced concrete structures
Layout of onshore facilities
Fire-fighting vehicles and fire stations
Piping – General Requirements Design and Engineering of Buildings
DEP 00.00.06.06-Gen.
DEP 32.37.20.10-Gen.
DEP 33.64.10.10-Gen.
DEP 33.64.10.33-Gen.
DEP 34.11.00.11-Gen.
DEP 34.11.00.12-Gen.
DEP 34.14.20.31-Gen.
DEP 34.19.20.31-Gen.
DEP 80.00.10.11-Gen.
DEP 80.47.10.33-Gen.
DEP 31.38.01.11_Gen
DEP 34.17.00.32_Gen.
PROJECT SPECIFICATIONS
Plant Spacing and Clearances
Geotechnical engineering investigation specification
P6000CFP.000.10.09.100
P6000CFP.000.10.11.002
PROJECT VARIATIONS
Site Preparation and Earthworks Including Tank Foundations
and Tank Farms
34.11.00.11_P6000CFP_000_PV
Drainage Systems and Primary Treatment Facilities
34.14.20.31_P6000CFP_000_PV
Design and Engineering of Buildings
34.17.00.32_P6000CFP_000_PV
Reinforced Concrete Structures
34.19.20.31_P6000CFP_000_PV
Onshore Steel Structures
34.28.00.31_P6000CFP_000_PV
STANDARD DRAWINGS
Fence construction type “A” with reinforced concrete posts
S13.001
DEP 34.13.20.31-Gen.
September 2011
Page 41
Fence construction type “B” with tee posts and horizontal
tubing
Fence construction type “C” with tee posts
Fence construction type “D” with tubular posts
Typical sections of heavy duty roads (flexible and rigid
paving)
Typical sections of plant roads (heavy duty and rigid paving)
Typical sections of light duty roads and patrol roads (flexible
and rigid paving)
Electrical and instrument cable trenches in concrete paved
areas
Cable routing in unpaved, brick-paved or tiled areas and
crossing roads
Typical lay-out plans of paving
Light-duty concrete paving and footpaths - typical details
Heavy-duty concrete paving - typical details
AMERICAN STANDARDS
Standard method of test for moisture-density relations of soils
using a 4.54-kg (10-lb) rammer and a 457-mm (18-in.) drop
Guide for design of pavement structures
S13.002
S13.003
S13.004
S13.005
S13.006
S13.007
S19.001
S19.002
S19.003
S19.004
S19.005
AASHTO T180
AASHTO GDPS-4
Issued by:
American Association of
State Highway and Transportation Officials
444N Capitol Street, NW, Suite 225
Washington DC, 20001
Standard specification for zinc-coated steel chain-link fence
fabric
Standard specification for aluminium-coated steel chain-link
fence fabric
Standard test methods for laboratory compaction
characteristics of soil using modified effort (56,000 ft-lbf/ft3
(2,700 kn-m/m3))
Standard terminology relating to chain link fencing
Standard practice for installation of chain-link fence
Standard specification for fence fittings
Standard Specification for Polyvinyl Chloride (PVC),
Polyolefin and Other Polymer - Coated Steel Chain Link
Fence Fabric
Standard Specification for Strength and Protective Coatings
on Steel Industrial Fence Framework
Road and paving materials; vehicle-pavement systems
ASTM A 392
ASTM A 491
ASTM D 1557
ASTM F 552
ASTM F 567
ASTM F 626
ASTM F 668
ASTM F 1043
ASTM Volume 04.03
Issued by:
American Society for Testing and Materials
100 Barr Harbor Drive
West Conshohocken, PA 19428-2959
USA
BRITISH STANDARDS
Specification for waterproof building papers
Fences
Part 10: Specification for anti-intruder fences in chain link and
welded mesh
Steel fabric for the reinforcement of concrete - Specification
BS 1521
BS 1722
BS 1722-10
BS 4483
DEP 34.13.20.31-Gen.
September 2011
Page 42
Issued by:
British Standards Institution
389 Chiswick High Road, London W4 4AL
United Kingdom
EUROPEAN STANDARDS
Concrete paving blocks - Requirements and test
methods
Issued by:
European Committee for Standardization
Rue de Strassart 36, B-1050, Brussels
Belgium
Add the following Project documents:
Signage
P6000CFP.000.10.10.004
EN 1338:2003