EDUARDO H. PARE CIVIL, STRUCTURAL & ARCHITECTURAL DESIGN & CONSTRUCTION SPECIFICATIONS

TENDER NO. : E10/09
SCADA CONTROL CENTRE UPGRADE WORK AT UAQ
VOLUME – II
SECTION – 3
GENERAL TECHNICAL SPECIFICATIONS
1 - CIVIL, STRUCTURAL AND ARCHITECTURAL
WORKS

E1009 - VOL II - SEC 3.1 - CIVIL_01
VOL II GEN.TECH.SPEC –CIVIL Page 2 of 158
TABLE OF CONTENTS
Page
1.1. DESIGN REQUIREMENTS..............................................................................6
1.2. MATERIALS AND WORKMANSHIP ..............................................................34
1.3. EARTHWORKS...............................................................................................40
1.4. CONCRETE WORKS .....................................................................................60
1.5. BUILDING WORKS.........................................................................................88
1.6. PIPE, DRAINAGE AND CABLE DUCTS......................................................106
1.7. RAISED MODULAR FLOORING .................................................................116
1.8. STEELWORK AND PAINTING.....................................................................123
1.9. ROADS AND SURFACING...........................................................................133
1.10. STRUCTURES FOR OUT DOOR EQUIPMENT .......................................152

1.1. DESIGN REQUIREMENTS

TABLE OF CONTENTS
Page
1.1. DESIGN REQUIREMENTS..........................................................................6
1.1.1. Contractor Design Work...............................................................................6
1.1.2. Design Submissions ....................................................................................7
1.1.3. Design Assumptions ....................................................................................9
1.1.4. Design of Foundations..................................................................................9
1.1.5. Design Loads..............................................................................................12
1.1.5.1. GeneralAssumptions.................................................................................12
1.1.5.2. Seismic Load..............................................................................................12
1.1.5.3. Wind Load...................................................................................................12
1.1.5.4. Load Combinations.....................................................................................13
1.1.5.5. Increase in Soil Bearing Capacity/ Pile Capacity .......................................13
1.1.6. Design of Block work Walls........................................................................13
1.1.6.1. GENERAL...................................................................................................14
1.1.6.2. Material........................................................................................................14
1.1.6.3. Execution....................................................................................................14
1.1.6.4. Mortar..........................................................................................................15
1.1.6.5. Reinforcement and Fixing Accessories for Brick and Block Work............15
1.1.6.6. Fixing Accessories .....................................................................................16
1.1.6.7. Damp-Proof Courses.................................................................................16
1.1.6.8. Glass Block Window and Wall Elements...................................................16
1.1.6.9. Workmanship .............................................................................................19
1.1.7. Architectural Design ...................................................................................20
1.1.8. Drainage System Design ...........................................................................22
1.1.9. Sewerage System Design..........................................................................24
1.1.10. Design of Water Supply System................................................................26
1.1.11. Reinforced Concrete Design......................................................................27
1.1.12. Design of Structural Steelwork...................................................................27
1.1.13. Earthing Design..........................................................................................28
1.1.14. Design Programme....................................................................................28
1.1.15. Thermal Requirements...............................................................................28
1.1.16. Fire Resistance - Building Structure ..........................................................28

1.1.17. Roads and Surfacing..................................................................................29
1.1.18. Temporary Works.......................................................................................30
1.1.19. Submission Time........................................................................................30
1.1.20. APPENDIX 1...............................................................................................31

1.1. DESIGN REQUIREMENTS
1.1.1. CONTRACTOR DESIGN WORK
Contractor Design Work shall encompass all needed Civil, Structural and Architectural
design and engineering works to complete the design of the LDC Building and any
associated structures adjoining and connecting it. Such design works shall include but
not limited to the analyses, design and applications of any relevant Superstructures and
Substructures in the area of work, which also shall include all needed tie-in and external
works to any existing building or structure to complete such works.
The attached Tender Drawings & Documents are for initial design & applications
assessments only & mainly serve as basis for all works relevant to the completion of the
project. If the Contractor deemed to foresee a deviated detailed design works for the Civil,
Architectural & Structural aspects of the works from the Tender Drawings & Documents,
a maximum increase of 20% is allowed for all affected aspects of the works provided
such increased shall be proven with relevant technical analysis & calculations and with
mutual discussions & coordination to acquire FEWA approval for such increased.
The contractor shall be responsible for the technical suitability and adaptability of the
Design Work by taking into account all relevant factors and elements affecting such work
in its design applications – such as performing actual site survey and measurement of
the magnitude and range of the design aspects and applications and consideration of any
external utilities and tie-in works including any relocation and divertion of any affected
underground utilities lines. Acquisition of any data, documents and drawings relevant to
any affected existing structures or underground utilities and cable lines in the vicinity of
the work shall be coordinated and acquired by the Contractor with the concerned FEWA
authorities or local branches of issuing authorities in the area of works, prior to
commencement of the Design Work. The Design Work shall not commence until a
reliable Soil Investigation Work is performed and established with official design approval
from the Engineer. The reliability of applications of the Soil Investigation Report shall be
determined by the Contractor – of which additional soil tests shall be performed in the
area of work if in the discretion of the Engineer the results of the previous tests found
technically unacceptable and inadequate in its applications on the actual site soil
conditions.
The Design Work shall be included in the overall Schedule of Works of which, the
Engineer shall be notified in case such Design Programmed is deemed deviated from the
approved Schedule of Works owing to design changes brought upon by the effects of
unforeseen actual situations in the area of works – such as unreliable data on existing
underground utilities.
The Design Work shall be performed in accordance with the following Building Codes of
Practice:
- British Standard Institution (BSI)
- European Code of Practice (EUROCODE)
- Dutsches Standards (DIN)
- Uniform Building Code 1997 (UBC)
- American Concrete Institute (ACI)

- American Institute of Steel Construction (AISC)
- American Association of State Highway and Transportation Officials (AASTHO)
- American Welding Society (AWS)
- American Water Works Association (AWWA)
The Design Work shall be executed considering all possible applied loading conditions
including any foreseeable post and pre-occupancy design loading applications for such
works. Prior to commencement of Detail Design (DD) an initial Preliminary Design (PD)
of the Design Work shall be performed and subsequently submitted for Engineer’s
scrutiny and approval. The Preliminary Design (PD) shall be based from the attached
Tender Drawings and Documents, which shall indicate the initial range of sizes of the
structural members. The structural frame system of the LDC building including its
foundation and any external substructures and civil tie-in works shall be of reinforced
concrete moment resisting frames. Other minor elements of the Design Work shall be of
structural steel framing system such as Car Park Shades, Roofing Elements and other
Equipment Supports structures.
Design activities – such as analyses, theoretical assumptions, assessments,
calculations, graphical interfaces and design sketches, shall be so detailed and
comprehensively presented for complete clarity of its intended applications proportionate
with the aspects of the Design Work. Relevant Design Calculation Report shall be
performed on each crucial aspect of the Design Work with the use of sophisticated
structural analysis and design computer software – such as STAADPRO. Manual design
calculations shall be technically comprehensive in its entirety of applications.
1.1.2. DESIGN SUBMISSIONS
The design analysis shall be a written explanation of the project design process, included
as a part of each design submission. Written material may be illustrated by calculations,
diagrams, and sketches to convey design concepts.
The design analysis shall be presented on size A4 paper except that multiples of this
sheet size may be used when required for graphs or other special illustration forms. All
sheets shall be of reproducible quality. The material may be typewritten, handwritten or a
combination thereof, provided it is legible.
The design shall conform to minimum code requirements as applicable. Analysis shall be
based on the latest edition of the specified codes at the time the contract is awarded. It
shall include occupancy classification, construction type, allowable building area, exits
and other applicable code requirements.
The basis of design shall include a comprehensive statement on concept development
and specific criteria to be used in the design of the project. A brief description and outline
of civil, architectural, structural, drainage and water supply systems shall be included.
Design calculations are a part of the design analysis. When calculations are voluminous,
they shall be bound separately from the narrative part of the design analysis, and shall
incorporate a title page and index for each volume. The source of loading conditions,
supplementary sketches, graphs, formulas, and references shall be identified.
Assumptions and conclusions shall be explained. Calculation sheets shall carry the
project title, contract number, the initials of the persons preparing and checking the
calculations, and the dates the work was performed. No portion of the calculations shall

be computed and checked by the same person. Calculations may be prepared in any
convenient system of units, but all results shall be converted to and shown in Standard
International (SI) units.
When an Automatic Data Processing Systems (ADPS) such as STAADPRO, is used to
perform calculations, the design analysis shall include descriptions of the computer
programs used and copies of the ADPS input data and output summaries. The
description shall also include:
a) The design method, including assumptions, theories, and formulas used.
b) Any applicable diagrams adequately identified.
c) All necessary explanations of the computer printout format, symbols and
abbreviations.
d) Adequate and consistent notations.
Each set of computer printouts shall be preceded by an index. If several sets of
computations are submitted, they shall be accompanied by a general table of contents in
addition to the individual indexes.
Drawing scales shall be of metric scales and the metric system shall be used on all
drawings. The following metric scales are recommended for general usage on drawings;
however, they are not meant to be mandatory. Should another scale be more appropriate
in a particular instance, it may be used:
a) Site plans and layouts scale: 1: 200, 1: 300, 1: 500
b) Plans and elevations scale: 1: 50 (preferred), 1: 100
c) Sections and details scale: 1: 5, 1: 10, 1: 20, 1: 50
Notes shall be presented in clear and concise statements. A note is not adequate if it
does not convey the exact design intent. All notes shall be listed on the right hand side of
the drawing.
Drawing background indications shall be thin or screened, single-line outline indications
showing equipment, structures, or supports which must be shown to indicate locations
and clearances.
Lettering shall be vertical or slanted right, but both shall not be used in the same drawing
package. The lettering in titles shall be a minimum of 6mm high; all other lettering shall be
a minimum of 3mm high.
Plans, sections, and details shall be laid out on the sheet in such a manner that the
portion on the right side of the sheet above the title block is reserve for indicating notes,
key plan, schedules, revisions and other miscellaneous requirements.
The north arrow shall preferably be placed in the upper left corner of each plan drawing.
Drawing size shall preferably be on A1 size sheet, but size A2 and A3 can also be used
for other drawings.
Drawing symbols shall be as per internationally recognized or commonly used drawing
symbols.

Required quantity of submitted drawings depends on the outcome of the design process
of each aspects of structure being considered but shall be proportionate to their intended
applications.
All needed drawings and documents for civil, structural and architectural aspects of the
Scope of Works shall be submitted to the Engineer/FEWA for approval prior to
commencement of each aspect of the works. Such drawings and documents include but
not limited to: Preliminary design drawings and documents – i.e. design calculation
report, Detail design drawings and documents, Construction Methodologies documents
for each aspects of construction activities, Material submittals documents, and
Fabrication and Installation drawings for the works.
1.1.3. DESIGN ASSUMPTIONS
All design assumptions shall be based on the Building Codes of Practice recommended
assumptive behavior of each aspect or elements of structures being considered, and
established engineering formulas relevant to the type of structure being design.
Wind Loads shall be in accordance with the British Standard Code of Practice for wind
loading applications except that, wind speed shall be as per UAE maximum windstorm
data in the vicinity of the structure being considered.
Seismic Loads shall be in accordance with the Uniform Building Code 1997, with applied
loading corresponding to zone area of 2A, and seismic zone factor of 0.15.
Thermal Loads shall have a range of +15º/-10º for internal structures, and +32º/-10º
range for external structures.
Mechanical and electrical equipment loads shall be as per relevant manufacturer’s
recommended equipment weight including any impact loads.
Creep and shrinkage loads shall be as per the British Standard Building Code
requirements.
Lateral and vertical displacement of structural members shall be in accordance with the
Building Codes displacement limits with inclusion of mechanical and electrical equipment
elements displacement constrains.
Wind and Seismic loads shall not be assumed specifically occurring at the same frame
of time.
Structures shall be designed so as not to exceed the stress limits – i.e. tensile,
compression, torsion stresses, in any points of restrains of the member, as stipulated on
the Building Codes of Practice.
Load combinations shall be as stated on the above-mentioned Building Codes of
Practice.
1.1.4. DESIGN OF FOUNDATIONS
Foundations shall be designed in accordance with the requirements of the above-
mentioned Building Codes of Practice.

Throughout the Works the Contractor shall be required to base all foundations on a
sound/compacted formation. All formations must receive the FEWA Engineer's approval
for use before being blinded with concrete.
All trench and pit covers, etc., shall be designed for the same minimum loadings. In plot
lay down and maintenance areas, all trench and pit covers shall be designed to withstand
all possible applied loadings including heavy truck loads.
Where ground improvement methods are adopted these shall be to the approval of the
FEWA Engineer.
All foundations must be entirely located inside the boundary of the allocated site plot.
Where piling is adopted the design of the piles and the foundations shall be to the
approval of the FEWA Engineer. Where foundations are supported on piles they shall be
adequately and properly tied to the pile heads.
Allowance is to be made for the provision of preliminary test piles to be placed and tested
before any construction and during the design, in order to obtain suitable working loads
for the proposed piles.
Foundation for steelwork and other forms of structure shall be designed to resist all loads
and movements from the framework and wind/seismic forces. They shall be suitable for
building-in holding down bolts, which should be provided with coring tubes, anchor plates
or steelwork. The foundations shall be placed at the appropriate levels to clear adjacent
pipes.
All foundations are to be suitably protected from chemically aggressive ground conditions
by tanking with a bitumen type self adhesive membrane.
Shallow Foundations are classified as Mat, Pad, Strip and Isolated foundations relevant to
their intended applications on the support points of each structure. Shallow foundations
shall be designed to resist all possible assumptive induced reactionary loadings of the
structure including the effects of surrounding and underlying soil stratums. Expected
differential and maximum settlement shall be checked in conformity with the
requirements as stipulated on Soil Investigation Report recommended maximum
foundations settlements as well as per established empirical formulas in ascertaining the
capacity of such foundations against such expected maximum settlements. Stability
checked of shallow foundations shall be performed with a factor of safety of at least 1.50
for lateral and overturning stability. Effects of soil friction up to a soil depth of 2.0 meter
from the ground or finish grade level shall be disregarded in determining the resistance of
the foundation against applied uplift forces. Soil on top of the foundations shall be
assumed to resist against induced lateral and overturning loads. Effects of triangular soil
edges of soil frustum cone shall be assumed not to contribute on stability requirements –
only the vertically aligned soil on top of the foundations shall be considered. Foundations
shall be checked with the code requirement on crack width consideration. Foundations
adjacent to roads shall be designed to resist surcharge loads brought upon by the applied
vehicular loading on such roads in accordance with the Building Code requirements.
Tension development length of plinth longitudinal bars embedded on shallow foundations
shall be checked in accordance with the ACI code.
All shallow foundations shall be waterproofed with membrane waterproofing system.

Deep Foundations for the LDC Building are classified as piles of at least 6.0 meter length
tied together with a pile cap that serve as the columns base of supports. Deep
Foundations shall be applied as per Soil Investigation Report recommended foundation
applications on the LDC Building. The initial 2.0 meter depth of piles soil frustum shall be
not assumed to resist friction resistance against applied uplift or compression forces.
Effects of ground water level shall be considered in ascertaining the overall resistance of
the set of piles on each pile cap in accordance with the Soil Report findings.
The following design parameters shall also be considered in the design of Deep
Foundations:
a) Maximum Ultimate Uplift and Shear forces shall be selected for the design of
piles.
b) It shall be assumed that soil doesn’t offer any skin resistance up to a depth of 2m
from the Natural Ground Level.
c) For design purposes, it shall be assumed that Ground water Table is 2m above
the measured level. Accordingly, the unit weights of soil and concrete shall be
adjusted in the calculations.
d) Angle of Friction shall be assumed as follows:
SPT Values Friction Angle
Less than or equal to 10 0
More than 10 but less than 25 30
More than or equal to 25 but less than 35 32
More than or equal to 35 34
a) Value of Ks= 0.62.
b) Minimum length of pile shall be considered as 6.0 meter below Natural Ground
Level.
c) For Pile Weight calculation, actual length of pile shall be calculated including pile
cap and the weight of inverted soil cone-Frustum.
d) Skin friction in rock shall be assumed to be 10% of the minimum UCS value in the
rock layers as mentioned in soil investigation report.
e) For piles compression resistance, bearing of piles on rock strata can be assumed
to combined with the piles skin friction.
f) Pile length shall be rechecked based on inverted cone-Frustum Angle Method.
g) While deciding the pile length, the ratio of ultimate uplift capacity against ultimate
uplift forces shall not be less than 1.2.
h) Design of Reinforcement for the piles shall take into account additional moments
due to out of plumb, out of position and shear force. The Contractor shall provide
the charts for interaction diagram for calculation of reinforcement.
i) The nominal cover to reinforcement shall be 75mm. The center to center spacing
of the main reinforcement of piles shall not be less than 100mm.
j) Piles cut-off lengths levels shall be established based from the piles starter bars
as well as the plinths longitudinal bars development length unto the pile caps.
Design thickness of the pile caps shall also be determined proportionate to the
required development lengths of such bars in accordance with the ACI code.

k) All pile caps shall be waterproofed with membrane waterproofing system.
1.1.5. DESIGN LOADS
Generally loadings shall be based on British Standard Code of Practice or Uniform
Building Code 1997, however the following minimum design loadings shall be considered.
1.1.5.1. General Assumptions
The minimum requirements for loads to be applied for the static analysis of both sub and
superstructure works shall be as follows, in addition to the equipment and installation
loads that shall also be considered:
- Live load for building roofs
(A/C equipment and foundations to be considered additionally)
1.5 kN/m
2
- Battery rooms, stores 10.0 kN/m
2
- Control Rooms 5.0 kN/m
2
- Switchgear Rooms 10.0 kN/m
2
- Offices 5.0 kN/m
2
- Kitchens, corridors, staircases, etc. 5.0 kN/m
2
- Plant Rooms 10.0 kN/m
2
- Additional dead load for suspended ceiling, pipes, AC system,
etc
1.0 kN/m
2
- Roads and pavements, gutters SLW 60, DIN 1072
- Water tanks, septic tanks, etc. in road areas SLW 60, DIN 1072
Vehicular loadings to be considered for design works shall be the greater value of
ascertained uniform & concentrated loadings applications on each aspects of works as
specified on the DIN 1072 Code for Vehicular Loads.
1.1.5.2. Seismic Load
Static analysis shall be carried out for seismic loads calculated as static shear forces
based on seismic coefficient of 0.15 in accordance with Zone 2A of the Uniform Building
Code 1997. The Seismic Importance Factor shall be considered as 1.0. All other
parameters must be determined in accordance with UBC and highlighted in design
criteria. Structural analysis and design shall be started after approval of such parameters.
Seismic P-delta effects shall be considered in the design of the LDC Building in
accordance with the UBC 1997 Section 1630.1.3.
The structural requirements on general robustness and disproportionate collapse shall be
applied on the design of LDC Building structural frame systems in accordance with the
requirements of the UBC 1997 and BS 8110 Building Codes.
The buildings and structures shall meet the serviceability requirements of the British
Standard (BS) and Uniform Building Code (UBC1997).
1.1.5.3. Wind Load

Wind Loads shall be as per the requirements as stipulated on the British Standard Code
for Wind Loadings. However, site wind speed shall be as specified on the UAE windstorm
database.
1.1.5.4. Load Combinations
Load combinations shall be in accordance with the load combinations as specified on the
UBC 1997, ACI, and BS 8110 Codes, whichever are higher.
1.1.5.5. Increase in Soil Bearing Capacity/ Pile Capacity
For load combinations with wind and seismic loads, soil bearing capacity can be
increased by 25% over the values mentioned in the Soil investigation report.
For load combinations with wind and seismic loads, pile capacity can be increased by
25% as per pile design.
Reinforced concrete members below ground level shall be designed with a crack width
not more than 0.2 mm in accordance with the British Standard Building Code.
Accordingly, structural members above ground level shall be designed with a crack width
not exceeding 0.25mm.
Lifts and other equipment loads shall have impact loads corresponding to the
percentages of their static design loadings in all directions.
1.1.6. DESIGN OF BLOCK WORK WALLS
Design of Block Work shall be as per the specification stated in this document and in
accordance with the relevant British Standard Code of Practice for Masonry Work.
Structures of masonry construction shall be designed such that the masonry is not in
contact with the soil.
Block walls at the LDC building shall have their bases supported on grade beams or on
thickened slabs that serve as wall footings.
All walls and wall panels shall be of sufficient strength and thickness and adequately
secured to the structural frame to withstand superimposed loads, self-weight, wind and
seismic pressures without cracking or distortion. Block work generally shall be isolated
from the structural members but dowelled to prevent collapse in the event of earthquake.
All block work walls shall be reinforced every second course with expanded metal lathing
or equal laid in the horizontal bed joint with a minimum of 100 mm laps at ends and
junctions.
All wall panels shall be so designed and constructed with expansion joints generally at
maximum 4 m centers as to prevent cracking or distortion through thermal movements.
The expansion joints are to be formed with approved flexible metal closer strips. Stiffener
beams and columns are to be provided wherever block work exceeds 15 m
2
. Block wall
shall not exceed 5M in width and 3M in height.

1.1.6.1. GENERAL
This part of the Specification shall cover all items related to all kind of masonry and
plaster work in accordance with the structural analysis and as shown on the approved
drawings required for the tendered Project, as well as all auxiliary works.
All works shall further be carried out in full compliance with all local rules and regulations
and the Specification shall further be read, if applicable for the Project.
1.1.6.2. Material
The material to be used for masonry work comprises the following:
· Natural stones, clay bricks, calcium silicate bricks, solid or hollow concrete blocks,
blocks, stones and wall boards made of cellular concrete blocks, ornamental stones
(e.g. claustra stones) out of concrete, and any other type of blocks and stone
artificially produced
· Light weight concrete blocks and wall boards, gypsum plaster boards
· Hollow glass blocks
· Insulating and filling material
· Binding agents
· Metal accessories.
The material above shall be generally standardised as specified hereafter.
1.1.6.3. Execution
Strength and execution of the masonry work shall conform either to DIN or BS Codes of
Practice.
Masonry work, arranging and bedding bricks, blocks and boards, etc., shall be executed
in mortar to form a homogeneous mass and to bond them in such a manner that point or
other loads and stresses are dispersed and distributed through the mass without the
structure tending to disintegrate.
Block work partitions less than 200 mm in thickness shall be solid block. Reinforced
concrete frames of at least 200 mm width and the same thickness of the wall shall
strengthen all opining through the block walls.
Block work more than 3 m in height shall be reinforced with reinforced concrete stiffening
frame work comprising of 200 x 300 mm verticals at 4.00 meter centres and 200 x 300
mm horizontals at mid-height or at every 3.00 meters in case wall height is bigger than
6.00 meters.
Brick work more than 3m in height shall be properly supported by steel angels fixed to the
concrete stiffeners/beams
Solid block works shall be provided wherever service pipes, cables, etc. are passing in
wall (e.g. auxiliary electrical rooms, bathrooms, kitchens, etc.)

Precaution shall be taken to prevent the work drying too quickly, especially in hot weather.
All bricks, blocks and boards shall be saturated before bedding to prevent them absorbing
the moisture from the mortar, and also to remove all loose dust from the surface in
contact with the mortar.
Brickwork and or block/board work, which has not been thoroughly wetted and has
developed a thin crack between the brick/block/board and the mortar joint, shall be pulled
down and rebuilt. All masonry work shall be suspended during extreme weather unless
adequately protected.
Block work under the ground slab, retaining walls and around foundations shall be solid
block at least 200 mm thick and made by SRC or MSRC (type-II) cement according to
under ground soil conditions.
Tests and Properties
All concrete blocks shall comply with BS 6073. The compressive strength of the
blocks/bricks shall comply with the following:
Concrete hollow blocks:
Average of 10 blocks 7.0 N/sq. mm
Lowest individual block 5.5 N/sq. mm
Concrete solid blocks:
Average of 10 blocks 13 N/sq. mm
Lowest individual block 8.0 N/sq. mm
Sand lime bricks:
Average of 10 bricks 10 N/sq. mm
Lowest individual bricks 7.5 N/sq. mm
Tests shall be conducted for every 200 m2
of walls/each consignment of block/brick
brought to site.
1.1.6.4. Mortar
Mortar for block work shall be cement mortar in the proportions 1 : 3 to 1 : 4 (Cement to
sand). All mortar shall be mixed in a power-driven mixer and, in addition, all materials
shall be screened before mixing to remove lumps. Mortar, whether with or without
plasticiser, shall be mixed only in sufficient quantity for the work immediately in hand and
no partly set mortar shall be used. Compressive strength of mortar after 7 days shall not
be less than 10 N/mm2
.
1.1.6.5. Reinforcement and Fixing Accessories for Brick and Block Work
Brick or block work shall be provided with horizontal reinforcement. Reinforcement shall
be high tensile galvanised steel mesh, 6 cm wide for 10 cm walls and 12 cm wide for
20 cm walls. The reinforcement shall be laid in as long lengths as practicable without
laps. Where joints are necessary, the lengths shall be lapped not less than 30 cm, except
at corners or junctions, where the lap shall be equal to the width of the reinforcement and
the reinforcement in one wall bent over that in the other.
Application: every second layer of block and at 400 mm for brick. Fixed in walls/
columns every 450 mm.

1.1.6.6. Fixing Accessories
· Channel slots for
block/bricks restraint
- Galvanised MS channel.
· Sliding ties for block
restraint
- Galvanised MS size 30 x 125mm dove tail type to fit the channel.
· Lateral restraint ties
for movement joints
- A butting columns or return walls, galvanized MS and plastic
sleeves, fixing at 600 mm centres “Halfen/HCT 3/9 SP or
equivalent”
· For block/bricks
components
- Galvanised MS, butterfly ties of 250 mm length.
1.1.6.7. Damp-Proof Courses
Damp-proof courses shall be laid on and bedded in a bed of 1 : 4 cement mortar in as
long lengths as practicable. Where joints have to be made, they must be lapped at least
20 cm in the runs and for full width on corners and the meeting surfaces, sealed with an
adequate application of black bituminous water-proofing paste. At ground floor levels, the
damp-proof course for a wall shall extend to the full width on top of first row of blocks.
Exposed DPC shall be protected from direct sun. The vertical damp-proof course at
reveals shall extend the full width of the return.
1.1.6.8. Glass Block Window and Wall Elements
General
Glass block windows and wall elements shall be executed as per DIN and Manufacturer’s
instructions. Bidder/Contractor shall submit manufacturer’s data sheets, catalogues and
installationrecommendations.Followingminimumrequirementsshallprevail:
· Number of layers : One layers of glass block walls
with cavity in between
· Mortar : Masonry cement : Sand : 1 : 4
· Painting : White cement and Marble powder
· External/Waterprooffinishing : Paint and silicone sealant around
all openings
· Color : Normally clear glass
· Fire rating for glass block walls
for single skin glass walls : = 90 minutes.
Accessories
· Reinforcement – 8 mm diameter stainless steel rods, formed into a ladder with short
rods welded at approx. 400 mm
· Stainless steel double rod joint panel reinforcement to be placed at every horizontal
and every second vertical course and welded to a galvanized MS plate anchor frame
fixed to the structure
· Place the anchor frame over a full jamb around the opining. Place the sliding strips
and flexible boards.
· Apply a silicone sealing compound at all internal surround frame junctions. And apply
external quality sealant at all external surround frame junction.

Application
For natural lighting on all external walls of fire rated equipment rooms, staircases, and
store rooms. Total glass block area shall be approximately equal to 10% of the room
area.
External Cavity Walls
All external brick or block cavity walls are to be built with a cavity of 5 cm nominal width.
The two leaves of the wall shall be connected every second course vertically and not
more than 0.80 cm apart horizontally with wall ties. Tie shall be laid with a light fall
towards the external leaf and shall be kept clear of accumulations of mortar droppings
during the progress of the work.
Cavity walls may also be filled with insulating material of extruded polystyrene boards with
minimum density of 30kg/m3
or similar in the free space if so shown on the Drawings or
instructed by the Engineer.
At the top end and to the ground the cavity walls shall be bonded together with a full
course of masonry bricks or blocks.
Lintels
Openings in masonry walls shall either be bridged by vertical brick arches (with soldier
courses) or by reinforced concrete lintels. The type of bridging shall be indicated on the
Drawings.
Joints
Without affecting the aesthetics and structural stability of any building (or part of building),
permanent joints shall be provided in brickwork and blockwork to allow for expansion and
contraction caused by temperature changes, shrinkage and moisture movement.
Unless there are specific requirements (e.g. stability of superstructure framework),
compressible joints fillers shall be used to form the joints, together with protective
sealers.
Pointing
If masonry is to be pointed, the masonry mortar shall be raked out about 1 cm deep while
it is still fresh. Immediately before pointing, the faces shall be thoroughly wetted and
cleaned with brush and water. Except for natural stones, up to 2% hydrochloric acid may
be added to the cleaning water. The faces washed with water/acid mixture shall be rinsed
thoroughly. The masonry shall then be pointed with the specified mortar in the manner
and color stipulated. The cement mortar for the pointing shall be in the ratio of 1:3 to 1:2.
Permissible Tolerances
The dimensional tolerances of masonry works in building construction or for other
structures in respect of alignments, clearance of openings, length, height, thickness,
unevenness, shall comply with the categories of accuracy listed in the table hereafter with
categories defined as follows:

CATEGORY
NO.
5 Precast stonework, such as cast stone sills, lintels, jambs, stone stairs and
steps, walls ashlared with natural or cast stones, etc., manufactured of fine
aggregates.
6 Precast stone works as summarized above under category No. 5, but out of
medium size aggregates.
7 Precast stone works as summarized under No. 5, but out of coarse
aggregates
8 Facing brickwork, stone slabs, facing, ceramic walls, etc.
9 Brickwork and walls to be covered with plaster, lining or other finishings, not
exposed to permanent view.
10 Brickwork construction, where less dimensional accuracy is required such as
underground foundations, retaining walls, etc.
LIMITS OF DEVIATIONS IN MASONRY WORKS IN mm
WITHIN DIMENSIONS WITHIN THE RANGE OF:
Category of
Accuracy
Up to 100 100 to 250 250 to
1.000
1.000 to
2.500
2.500 to
10.000
Above
10.000
No.: 5 0.8 1.2 2.0 2.5 3.0 4.0
No.: 6 1.3 2.0 3.0 4.0 5.0 6.0
No.: 7 2.0 3.0 5.0 6.0 8.0 14.0
No.: 8 3.0 5.0 8.0 10.0 12.5 16.0
No.: 9 5.0 8.0 12.5 16.0 20.0 25.0
No.:10 8.0 12.5 20.0 25.0 30.0 40.0
Plaster Works
Materials

Sand
Sand for cement plastering shall be clean, sieved, and - if necessary - washed in potable
water and conform to Specifications for building sands from natural sources BS 1198,
1199 and 1200:1976, with:
· Amendment No.1 – May 1984
· Amendment No.2 – April 1985
· Amendment No.3 – April 1986
Or the relevant DIN Standard.
Sand contamination limits shall not exceed 0.06 % for chlorides content and 0.04 % for
sulphate content.
Additives
Additives may only be used after FEWA approval, shall only be obtained from an
approved source. Use is to be done in adherence with the manufacturer's technical data
sheet.
Metal Accessories
All exposed/partially exposed metal accessories shall be of stainless steel. All embedded
metal accessories shall be steel galvanised proposed metal accessories shall comply
with the following:
· G.I. Expanded metal lathing BS 1369
· G.I. Nails and washers for fixing metal lathing
hall be flat head galvanised nails BS 1202
· Wire shall be 1.2 mm diameter BS 443
· SS plaster stop boards and angle boards. BS 1448
1.1.6.9. Workmanship
General
All workmanship for cement plastering works shall follow the recommendation laid down
in the relevant standards (DIN or BS 5492).
Surfaces of undercoats shall be well prepared and cleaned to provide a good key for
subsequent and / or finishing coats. Screed marks or making good on undercoats shall
not show through the finishing coats.
All surfaces to be plastered shall first be dashed with a mixture of Portland Cement and
Sand (450 kg cement: 1 m3
sand) to form a key. Dashed surface shall be cured for at
least 3 days before starting plaster works.
Plastering shall normally be applied in one coat. Surfaces shall be wetted before the
application of the first coat, which shall be finished flat and vertical by straight edge, and
scored to form a key. Thickness of the plaster coat shall be 10-15 mm. Immediately

before application of the second coat, the surface of the first coat shall be thoroughly
wetted again.
Mortar joints in block and brickwork have to be racked out to a depth of at least 15mm.
Concrete surfaces have to be roughened prior to plastering and – like any other surface
as directed by FEWA shall be treated with an approved bonding agent to provide an
adequate key and bond.
Joints between differing materials (other than the main reinforced concrete members and
the block walls) shall be reinforced. This shall apply where walls join stiffeners, concrete
frames, etc., meet and where cracks are likely to develop, and/or wherever directed by
FEWA. Reinforcement shall consist of a strip of approved galvanised wire mesh (10 to 15
mm hexagonal mesh), min. 150 mm wide, or of an approved expanded metal with
galvanised nails and washers or galvanised staples or similar. Any reinforcing mesh shall
be fixed at both edges at intervals not exceeding 50mm, or as required, and the
reinforcement shall be completely embedded in the undercoat of plaster.
If any joint is between the main concrete elements (columns, beams etc.) and block/brick
work, a definite break should be made through back and remaining gap shall be filled with
approved sealant to cover unavoidable cracks between these materials.
Surfaces described as trowelled smooth shall be finished with a steel or celluloid trowel
to a smooth flat surface free from trowel marks.
Surfaces described as floated shall be finished with a wood or felt float to a flat surface
free from trowel marks.
1.1.7. ARCHITECTURAL DESIGN
All Architectural Design shall be mainly in accordance with the Engineer/FEWA
requirements and in conformity with relevant international Architectural Design Code of
Practice. The attached tender drawings are for preliminary assessments of needed
design works only and as such are not fixed or limited in their intended architectural
applications & requirements for the stated works. It is the Tenderer/Contractor discretion
for the needed detailed design applications & requirements for the works – and hence a
maximum increase of 20% is allowed, however, such 20% increase is subject to FEWA
assessments & approval of its application.
The building’s form, orientation and external fabrication shall be design primarily to:
1. Diffuse/baffle direct sunlight and reduce glare.
2. Reduce solar gain and maintain comfort levels by air conditioning.
3. Exclude wind-borne dust and insects.
4. Resist flash flooding and exclude rainfall of an intensity and duration expected of a
50 year storm.
5. Incorporate selected materials, elements and components to minimize
maintenance.
6. Arrange and relate areas to provide formation of sheltered spaces within and
immediately external to the building.

Openable window units shall be provided to permit natural ventilation as a preference or,
in event of mechanical break down.
Windows and Screenings:
Daylight factor: Calculation shall be made of window sizing and sitting with recessions
and/or applied screenings to reduce direct light intake. Oversizing of glass area shall be
avoided and east/west outlook minimized to the essential.
The installation of double glazed units shall be applied to large area glazing where
potential heat gain is considered a significant design factor in calculation of air
conditioning loadings.
Selected materials and equipment with proven performance and low-to-negligible.
Provisions for the physically handicapped shall be included in the LDC Building and in the
parking area. Provisions shall consist of barrier free access and other requirements in
compliance withANSIA117.1CodeandInternationalArchitecturalCodeofPractice.
Graphics, signs, and identifying devices shall be in both Arabic and English wording.
Exterior material selection may include , but not limited to, masonry or concrete, cast-in-
place or precast concrete, insulated metal side-wall cladding systems, glass fibre
reinforced concrete and plastics.
Finishes may include: Exposed aggregates, bush hammered, etched or sands blasted
concrete, cement plaster render, ceramics, timber and exterior paint systems. Reduced
textures should be selected to offset potential staining and dust adhesion.
An initial schedule of finishes for external & internal elements & surfaces of the LDC
Building is provided with this tender documents which shall be the base for the
Contractor’s range & scope of finishing works. However, such schedule of finishes is not
limited; the Contractor shall recommend & specifically indicate in its tender if in its
discretion such finishes needed to be modified to suit acceptable aesthetical & applicable
conditions within & outside the LDC Building but with FEWA approval for the same.
All office & control rooms including other rooms that are ascertained to have office
working tables with or without specific computer units shall be provided with power &
communication floor boxes installed on their floors. The floor boxes shall have sufficient
outlets for power & communication cables – such as internet/telephone lines. Quantity of
the floor boxes shall be specifically included in the Tender Price & its final applications
shall be as per FEWA approval.
All doors & windows in the LDC Building shall be equipped with sensor for ISBMS System
interfaces. The sensor shall be provided & installed on each door & window complete
with all the needed elements of such sensor including any required wiring connection to
the ISBMS System.
Exterior floors, walls, and roof systems shall achieve thermal transmittance factors not
exceeding:
- Floor and Wall : 0.57 W/m² - K (0.1Btu/Hr - Ft² - °F)
- Roof : 0.28 W/m² - K (0.05Btu/Hr - Ft² - °F)
In walls vapor barrier shall be on the warm side of the insulation.

All exterior metal work shall be non-corrosive or have an approved anti-corrosive
treatment.
Suitability, durability, maintainability and replaceability shall be prime factors in the
material selection process.
Toilets and Bathing Facilities:
1. Water Closet Orientation: All water closets shall be floor mounted and the axis of
features shall be faced away from Makkah. The positioning shall be at least 15
degrees either side of the Makkah axis. In prayer area, positioning of features shall
be 90 degrees from that axis.
2. A hand-held perineal spray hose with wall mounted hanging hook and, tip flow
control shall be installed at all water closets to the right of the user.
All water closets shall be western style and shall be floor mounted tank type complete
with elongated siphon jet action bowl. Trim shall be chromium-plated brass. Tank shall be
adjustable for maximum 14 liter flow and shall be mounted on the upper back of the water
closet.
Clean-up sink shall be provided in all toilet rooms.
Floor drains shall be provided in toilet rooms, kitchens, mechanical equipment rooms and
other areas with a source of water where regular wash-down is required. Such floor
areas shall be sloped to trap-sealed floor drains.
Hand dryer shall be provided & installed in all toilets. Specification of the Hand dryer shall
be at least 1Ph-415V, 2000 watts, 50Hz or as per equipment schedule subject to FEWA
requirement & approval however it shall be specifically made in Germany.
Contractor shall submit lux calculations for all areas in the LDC Building including the
external lighting system. In addition to the aesthetical applications of the illumination
design, effects of office working requirements including foreseeable arrangement of
interior furniture elements on each room shall be considered in the calculations.
All rooms in the LDC Building except stairs areas shall be provided with suspended
ceiling. Material elements of the suspended ceiling shall be as specified in this
specification – 1.5.1.22.
A projector shall be provided in the Meeting Room. Quality, size & capacity of the
projector shall be as per architectural design application with due consideration to its
intended purpose. The projector shall be of sophisticated quality and be of European
made. Contractor to submit material approval with product catalogs for the Projector for
FEWA approval.
The Security/Watchman Room shall be provided at the main entrance gate of the plot.
Such room shall be equipped with toilet, complete with wash basin & water closet;
accordingly a small kitchen with sink shall be provided on such room with drainage
discharge to the drainage system in the area of works. Similarly, the same shall be
provided with the required water supply.
1.1.8. DRAINAGE SYSTEM DESIGN
Storm Drainage Design:

Design Frequency:
a) Closed Conduits
1. 50 Year Storm – for design of a storm drain that will be located or connected
in a natural water course or wadi.
2. 25 Year Storm – for design of a storm drain with connection adjacent to
residential area.
3. 10 Year Storm – for all other storm drain design.
b) Open Channels
1. 50 Year Storm – for design of channels located or connected on a natural
water course or wadi.
2. 10 Year Storm – for design of a road side channels.
3. 10 Year Storm – for all other open channel design with sufficient free board to
contain a storm of 50 year frequency.
The Rational Formula shall be used in determination of Storm Surface Runoff:
Rational Formula:
Q = 0.28 (CIA)
Where:
Q = Runoff in m³/sec.
I = Critical rainfall intensity in mm/hr.
A = Drainage catchment area in square kilometer.
C = Weighted runoff coefficient.
Runoff Coefficients:
Description of Area Runoff Coefficient
LDC Building Roof 0.75 to 0.95
Concrete Pavement 0.70 to 0.95
Brick Paths 0.70 to 0.85
Other areas on site 0.50 to 0.80
Design of the Drainage System:
The drainage system shall be designed for uniform flow. The velocity shall be calculated
based from the Manning’s formula as follows:
V = (1/n) (R2/3
) (S1/2
)
Q = AV
Where:
Q = Discharge in m³/sec.
V = Velocity in m/sec.
A = Cross sectional area of flow in m²
R = Hydraulic radius A/P in m.
P = Wetted perimeter in m.
S = Slope of the energy gradient m/m.
N = Roughness coefficient

Type of Material “n” value:
Concrete and asphalt pavement : 0.015
Sand and gravel area : 0.025
Gravel area : 0.030
Natural Wadi Areas : 0.040 – 0.045
General Storm Drain Design Criteria:
Surface Drainage:
Surface drainage shall require maximum use of sheet flow with collection or diversion
ditches. Runoff from adjacent areas shall be diverted, as required to minimize storm
damage to the project site.
Culverts:
Culverts shall be provided as required for drainage under roads. Culverts shall be
designed with a minimum inside diameter of 500mm. Such culverts shall withstand the
designed vehicular loadings.
Storm Drain Lines:
Storm drain lines shall be designed with a minimum inside diameter of 500mm for main
lines and 300mm for branch lines less than 10 meters long.
Storm Drain Manholes:
Storm drain manholes shall be designed for straight through flow. Manholes shall have
removable cast iron covers capable of supporting a total load of 7272 kg. Grate type
covers shall be used when manholes are used as required. Manholes shall be provided at
changes in direction and at changes in pipe size. Manholes shall be spaced as follows:
Conduit 750mm in diameter or less 90 m.o.c.
750mm to 1200mm in diameter 120 m.o.c.
Reinforced concrete box conduit 150 m.o.c.
Subdrains shall be designed with perforated pipe in collection areas and closed pipes on
effluent lines. All pipe joints shall be closed.
The minimum cover over the storm drain line shall be 1.00 meter, and shall be designed
to support the superimposed vehicular loading over the drain line.
1.1.9. SEWERAGE SYSTEM DESIGN
1. Quantity of Flow: The average per capita sewage flow on the LDC Building
including the site area is assumed to have 140 liters per day. However, the designed
Peak Flow factor shall be determined based from the expected maximum number of
persons in the LDC Building design, and if the latter produced higher value of per capita
sewage flow, the value shall be used in the design.
The sewerage system shall be designed using hydraulic analysis of the following
Manning’s formula:

V = (1/n) (R2/3
) (S1/2
)
V = (лDІ/4)(1/n) (R2/3) (S1/2)
Q = AV
Where:
Q = Discharge in m³/sec.
V = Velocity in m/sec.
A = Cross sectional area of flow in m²
R = Hydraulic radius A/P in m.
P = Wetted perimeter in m.
S = Slope of the energy gradient m/m.
N = Roughness coefficient
Type of Material “n” value to be used for sewerage system design:
Vitrified Clay Pipe : 0.013
Plastic Pipe (uPVC) : 0.012
Glass Reinforced Pipe (GRP) : 0.012
Minimum Pipe Slopes for Sewer Mains (uPVC Pipe), however higher values shall be
applied based from design calculations for the actual sewerage system applications on
the area of work:
Pipe Size in mm: Slope m/m
160 0.0100
180 0.0050
200 0.0042
225 0.0036
250 0.0032
280 0.0027
315 0.0023
355 0.0020
400 0.0017
450 0.0015
500 0.0013
560 0.0011
General Sewer Line Design Criteria:
LDC building laterals shall have a minimum pipe diameter of 160mm to be laid to a
minimum slope of 1%.
Sewer mains shall have a minimum pipe diameter of 200mm. All sewer lines 250mm or
smaller in diameter shall be designed not more than half full at peak flow. Sewer lines
larger than 250mm in diameter shall be designed not more than ¾ full at peak flow.
All sewer lines shall be designed to provide a minimum velocity of 0.70 m/sec at peak
flow condition.
Manholes shall be installed at the beginning and ends of a sewer lines and at all changes
in pipe directions, slope or change in pipe sizes. Along straight runs, manholes shall be
spaced not greater than 100 meters for pipe sizes 200mm to 400mm and 150 meters for
larger pipes. The minimum inside diameter of manhole shall be 1.20 meters. Whenever a

sewer enters a manhole, at an elevation 450mm or more above the manhole floor, a drop
type manhole shall be used.
Cleanouts (C.O.) may be used in lieu of manholes at the head end of a sewer line and
along sewer laterals which are collectors for building sewers. The maximum spacing
from C.O. to C.O. shall not exceed 30.00 meters and the spacing from C.O. to manhole
shall not exceed 70 meters.
Minimum cover over sewer line shall not be less than 1.00 meter and shall be designed to
sustain the super-imposed vehicular loading over the sewer line.
The infiltration of groundwater into sewer line shall not exceed 400 liters/cm of pipe
diameter per kilometer per day.
Piping shall be polyvinyl chloride (PVC) or fiberglass (GRP) for diameter up to 710mm.
Larger pipe over 710mm shall be GRP. Manholes shall be fiberglass or reinforced
concrete with fiberglass lining or approved protective coatings. Manhole covers shall be
600mm diameter cast-iron designed for a minimum total load of 7272 kg. All sewers shall
have rubber gasket joints.
The desired force main velocities are from 1.00 to 1.50m/sec to prevent deposition of
solids at minimum flow.
1.1.10. DESIGN OF WATER SUPPLY SYSTEM
Potable water distribution system shall be designed in conformance with the applicable
criteria outlined below:
1. The average potable water per capita consumptions in the area of works is
assumed to be 120 liters per day.
2. The water supply and distribution network shall be designed to satisfy the
maximum of the following demands:
(a) Peak daily demand
(b) Maximum hourly demand
(c) Maximum daily demand plus fire flow
3. The maximum demand to be used in the analysis of the water network shall be
determined using the average daily demand multiplied by a peak flow factor as
follows:
(a) Peak Daily Demand peaking factor : 3.00
(b) Maximum Hourly Demand peaking factor : 2.80
(c) Maximum Daily Demand pecking factor : 2.50
4. Fire Flow shall be determined on the greatest of the following demands:
(a) In accordance with the NFPA Codes.
(b) As specified by the FEWA/Engineer.
(c) As specified or required by local authority in the area.
(d) As minimum requirement for Industrial Zone = 1495 m³/hr.

The hydraulic analysis of the water distribution network shall be by Hardy Cross
computations with computer software for such, if needed. The analysis of flow in the pipe
network shall assume an appropriate ‘c’ value depending on the pipe material to be used
in the Hazen-Williams formula. Critical flow analysis shall be assumed, with fire plan at
the farthest hydrants from the pump. A minimum residual pressure in the main of 14
meters of head for hydrants with pumpers or 50 meters of head for hydrants without
pumpers shall be assumed. The maximum velocity in the system at maximum flow shall
not exceed 2.00 meters per second.
Water main supplying fire hydrants shall not be less than 200mm and shall be a loop
distribution system.
A horizontal separation of 2.00 meters and a vertical separation of 0.50 meter shall be
maintained between water and sewer lines, with the sewer line below the water line. A
horizontal separation of 3.00 meters shall be maintained where a minimum of 0.50 meter
vertical separation can not be achieved. At cross overs, where the vertical separation can
not be maintained, the sewer line shall be encased in concrete for a minimum length of
3.00 meters on each side of the water line.
1.1.11. REINFORCED CONCRETE DESIGN
Reinforced concrete design shall be carried out in accordance with BS 8110 or ACI
Building Code of Practice.
The use of mild steel as main reinforcement is not acceptable.
Design Loadings shall be as specified on section 5.00 of this document.
The main structural frame system on the LDC Building is a moment resisting reinforced
concrete frame comprises of columns, beams and slabs. Concrete frame joints shall be
assumed as fixed in the design of the structural systems.
Grade beams shall be provided at ground level of the LDC Building.
Ground slabs shall be designed as isolated slab-on-grade, with expansion joints as
needed.
External utilities and cables foundations including any equipment foundations shall also
be of reinforced concrete, such as trenches, troughs, ductbanks.
1.1.12. DESIGN OF STRUCTURAL STEELWORK
Steelwork design shall be carried out in accordance with BS 5950 or AISC Code of
Practice.
The design strengths used shall be those given in the Standard for the grade of steel
specified but using Grade 43A or A36 as a minimum or such other grade as may be
approved by the FEWA Engineer.
The use of back-to-back angles in structures shall not be used.

Steel structures shall be designed such that the steel is not in contact with the soil. Base
plates shall be at least 250mm higher than the finish grade level.
Minimum thickness of rolled sections and built up members with the exception of cold-
formed steel members shall be 6mm.
Connections carrying calculated stresses, except for lacing, sag bars, and girts, shall be
designed to support not less than 27 kN. All bolted connections shall have two 16mm
diameter bolts each minimum.
1.1.13. EARTHING DESIGN
Reinforced Concrete Frame members and structural steel members shall be tied to the
main station Earthing system in line with electrical requirements.
The Contractor shall provide additional galvanized reinforcement welded as a grid in
foundations and floor slabs including bars with protrude tangs in columns and beam
separate to the main structural reinforcement for Earthing as required.
1.1.14. DESIGN PROGRAMME
The Contractor shall, within two weeks of appointment, submit to the FEWA Engineer, his
detailed programme for the production of design calculations, drawings and details of the
Civil Engineering and Building Works.
The detailed design and drawings and full specifications for all the works to be executed
shall be submitted to the FEWA Engineer for approval. A period of four weeks is to be
allowed for the FEWA Engineer to review and reply to any submission by the Contractor.
Sufficient time shall be allowed to enable the FEWA Engineer to check and agree any
revisions, which may be necessary before the start of any part of the Works. Following
approval by the FEWA Engineer, the Contractor will be responsible for submitting the
calculations and drawings to the relevant local Municipality for planning approval and
obtaining building permits. At present obtaining a permit takes about eight weeks. No
construction will normally be permitted on Site until the relevant designs and drawings
have received full approval, and building permits obtained.
1.1.15. THERMAL REQUIREMENTS
All external walls shall have a coefficient of heat transfer not greater than 0.7 W/sq.m.
/deg. C, and for the roofs this shall not be greater than 0.57 W/Sq.m./deg. C. Roofs shall
be sufficiently dense or other wise constructed to minimize the effects of solar gain.
The coefficient of heat transfer is the heat flow per square meter of surface area with a
difference of 1 degree C between the indoor and outdoor air temperature.
1.1.16. FIRE RESISTANCE - BUILDING STRUCTURE
The Contractor shall make provision in the design of the building structure for minimum
periods of fire resistance in accordance with The British Building Regulations 1985 - Part

B - Fire B2/3/4 Fire Spread. The designation of purpose group and type to be used for
the Buildings shall be 'Industrial' see Table 0.1, page 6.
The minimum periods of fire resistance (hours) shall be related to the maximum
dimensions, i.e., height, floor area or cubic capacity, of buildings or compartments of
buildings as referred to in Table 6.1, page 32, under purpose group 'Industrial'.
For calculating the maximum dimensions the following definitions shall apply:
(a) "Area", in relation to a building, means the area calculated by reference to its
finished internal faces;
(b) "Basement" means a storey of which the floor is at any point more than 1.2
meters below the finished surface of the ground adjacent to it.
(c) "Floor area" means the aggregate area of every floor in a building or extension,
calculated by reference to the finished internal faces of the walls enclosing the
areas, or if at any point there is not such wall, by reference to the outermost edge
of the floor.
(d) "Height" means the height of the building measured from the mean level of the
ground adjoining the outside of the external walls of the building to the level of half
the vertical height of the roof of the building, or to the top of the walls or of the
parapet, if any, whichever is the higher.
1.1.17. ROADS AND SURFACING
All roads shall be single carriageway, minimum 8 meters wide. However, roads within the
plot area shall have 6 meters width & be made of interlocking road tiles.
Design of roads and junctions shall comply with all requirements of the relevant local
Municipality
As a minimum the following will apply:
Maximum gradient 4% (i.e. 1 in 25).
Minimum horizontal curve radius: 500 meters.
Vertical curves shall be designed for 150 meter line of sight at 1 meter above road
surface. Minimum kerb radius at junctions shall be 10 meters.
Properly designed vertical and horizontal transition curves to be incorporated in all
designs.
Cross-falls from carriageway centre line to be 2%.
The two types of pavement are as follows:
Type I Bitumen access road connected to main existing roads.
Type II Interlocking concrete blocks to roads within the area, suitable for heavy
traffic
Type III Gravel (Road Base) site access road

Subject to variations necessitated by compliance with the specified tests defined below,
the roads and surfacing will be of thickness and types of construction shown and be
suitable for the purpose of the roads and the ground conditions encountered.
Type I Thickness Tolerances Type III
Sub-base (graded gravel
or crushed rock) 150mm ±15mm 150mm
Base (crushed rock) 150mm ±10mm 150mm
Binder course (Bitumen
Macadam) 60mm ±8mm -
Wearing course (Dense
Bitumen Macadam) 40mm ±3mm -
Type I Thickness Tolerances
Sub-base (graded gravel) 150mm ±15mm
Base (crushed rock) 150mm ±10mm
Bedding Sand 50mm ±5mm
Block 80mm ±3mm
1.1.18. TEMPORARY WORKS
Temporary works, e.g., formworks, sheet piles, etc., shall be designed for the same
allowable stresses and factors of safety as applicable to Permanent Works. Where
appropriate, temporary over-stress may be permitted and subject to the FEWA
Engineer's approval. No Temporary Works should be carried out without the approval of
the FEWA Engineer.
1.1.19. SUBMISSION TIME
Design information/ inputs and drawings shall be submitted to the FEWA Engineer well in
advance to allow for clarification and possible modification before issue for construction.
Detailed schedule of submission shall be submitted at the initial stage of the project after
the award of this contract. All details required from the manufacturer or supplier or
subcontractor has to be collected by the contractor and shall be submitted to FEWA
Engineer after necessary checks. Contractor will be responsible to check and verify the
document supplied by manufacture, supplier and subcontractors.

1.1.20. APPENDIX 1
DESIGN INFORMATION
Job Ref:
Sheet No.
Made by:
Contract : Checked:
Date:
Subsection : Engineer Responsible:
Relevant Building Regulations and/or Design Codes :
Fire resistance requirements :
General loading condition :
Speed :
Wind loading conditions :
Seismic loading conditions :
Exposure conditions :
Subsoil conditions :
Foundation type :
Material data :
Other relevant information :

1.2. MATERIALS AND WORKMANSHIP

TABLE OF CONTENTS
Page
1.2. MATERIALSANDWORKMANSHIP.......................................................................34
1.2.1. Materials..................................................................................................................34
1.2.2. CIRIA Guide to Concrete Construction in Gulf Region (CIRIA
Special Publication 31)...........................................................................................34
1.2.3. Inspection and Testing............................................................................................34
1.2.4. Quarries..................................................................................................................35
1.2.5. Site Laboratory........................................................................................................35
1.2.6. Testing Equipment..................................................................................................36

1.2. MATERIALS AND WORKMANSHIP
1.2.1. MATERIALS
Standards
Reference is made throughout Sections of the Technical specification to latest British
Standards Codes of Practice; the Contractor may propose other National Standards and
Codes for the FEWA Engineer's approval. Such approval or Codes to be used are the
ones latest at the time of tendering.
General
All the materials that will be used for the Works shall be to the approval of the FEWA
Engineer and shall conform to the relevant Codes of Standards. Where locally quarried or
similar naturally occurring materials exhibit particular properties, e.g., salt contents, such
properties not being catered for by the British Standards, the Contractor must supply
sufficient information in English for the FEWA Engineer to consider the suitability of such
an alternative material. In considering such a material, samples from other alternative
sources and chemical analysis may be required. If the FEWA Engineer accepts at his
discretion such a material, more stringent or different tests than those herein, may be
required.
The Contractor shall give to the FEWA Engineer written notice of the preparation of
manufacture at a place not on the Site or any manufactured material or component to be
used on the Works, stating the place and time of the preparation or manufacture so that
the FEWA Engineer may make inspection at all stages of the Work and not only when the
material or component is completed.
The Contractor shall provide, erect and maintain proper sheds, etc., for the storage and
protection of materials, etc., and for the execution of work, which may be fabricated or
brought to the Site.
All proprietary materials shall be used in strict accordance with the relevant manufacturer's
instructions and/or recommendations.
All timber used in the project for permanent and temporary works shall be obtained from
forests and sources that are certified by Government Authorities to be actively carrying out
a minimum 50% reforestation programme in all logging areas.
1.2.2. CIRIA GUIDE TO CONCRETE CONSTRUCTION IN GULF REGION (CIRIA
SPECIAL PUBLICATION 31)
The Contractor's attention is drawn to the specified CIRIA report. Recommendations
contained in the report should be adhered to except that in the event of any discrepancies
this Specification will take precedence unless authorised by the FEWA Engineer.
1.2.3. INSPECTION AND TESTING
As provided in the Conditions of Contract, the whole of the materials used in the Works
shall be subject to inspection and tests as the FEWA Engineer may direct from time to
time as the work proceeds. The whole cost of such inspection and tests, including the

provision and use of equipment, shall be included in the tender including the FEWA
Engineer's costs.
As soon as practicable after the Contract has been awarded, the Contractor shall submit to
the FEWA Engineer, a list of suppliers from whom he proposes to purchase the materials
necessary for the execution of the Works. Each supplier must be willing to admit the
FEWA Engineer to his premises during ordinary working hours for the purpose of obtaining
samples of the materials in question. Alternatively, if required by the FEWA Engineer, the
Contractor shall deliver the samples of the materials to the FEWA Engineer's Office and
also the contractor may request the supplier or manufacturer representative to meet
FEWA Engineer at his office with prior appointment to discuss technical matters related to
the project.
Samples shall be taken in accordance with the relevant British Standard where applicable.
Materials subsequently supplied shall conform within any specified tolerances to the quality
of samples, which have been approved.
The information regarding the names of suppliers may be amended at different times, as
may be appropriate, but no sources of supply shall be changed without the FEWA
Engineer's prior approval.
1.2.4. QUARRIES
Aggregates or fill material shall only come from quarries or borrow pits approved by the
FEWA Engineer.
Quarried rock must be dense and sound and must not be taken from any area of duricrust,
caprock or other area of any salt concentration. The quarrying must be done selectively
with scalping from the primary crusher rejected; the final aggregate must be washed and
drained. Fine aggregate should wherever possible, come from crushed rock as opposed to
natural sources.
Once washed, aggregate must be protected from any further contamination. Aggregates
on site must be stored in a bin or on an approved concrete hard standing. Bins shall be
fitted with sides to prevent inter-mixing of the different aggregates and shall be provided
with a solid concrete floor at least 150 mm thick. The use of beach sand is not permitted
as a fine aggregate. Washed, crushed sand from proven authorised areas shall be used
for making concrete and mortar.
1.2.5. SITE LABORATORY
The Contractor has to provide and maintain a material test laboratory together with and in
the charge of a competent, English speaking qualified engineer who will be responsible for
supervising all the tests referred to in the Civil Specification for Materials and
Workmanship. The Contractor is to grant the FEWA Engineer or his representative, full
access at all times to this laboratory and shall produce on demand, the full records of all
tests carried out on the Site.
The engineer in charge of the laboratory must be provided with a suitable vehicle to ensure
access to all parts of the Works at any time. This list is a guide from which the laboratory
equipment is to be chosen by agreement with the FEWA Engineer.

The Contractor shall submit for approval a detailed drawing of the accommodation
proposed for the site, indicating position of equipment and facilities, before any orders are
placed.
1.2.6. TESTING EQUIPMENT
Concrete cube crushing press, 200 tones capacity hydraulic
operation, complete with all fittings, calibrated and tested
for accuracy every three months 01
Concrete cube moulds 150 x 150 mm 24
Grout cube moulds 100 mm x 100 mm 16
Compacting factor testing equipment 01
Slump cone 02
Gammon Morgan water-in-sand gauge Chain dial balance
weighing to 150 g accurate to 0.01 g and set of weights 02
Balance weighing up to 7 kg accurate to 1 g with set of weights 01
Scales weighing to 7 kg accurate to 20 g with set of weights 01
Test Sieves to BS 410 R40/3 series and R/20 series 01 set of each
Oven, oil gas or electric with Temperature gauge 01
Jack, car-type 5 tonne 02
Water tank for curing concrete cubes 01
Primus stove 01
Pycnometer (from 1 kg fruit jar) 01
ASTM liquid limit device and tools 02
Polished glass plate 600 mm square and 10 mm thick 01
Digital Thermometer 0°C - 50°C (for ambient) with humidity record facility 01
Thermometer 0°C - 50°C (for concrete) 03
Thermometer 0°C - 80°C (for steel) 01
Hydrometer, long stemmed and short stemmed for particle size
determination 02 of each
Hygrometer 01
1000 ml graduated cylinder 02
Stop watch 01
50 ml pipette 02
500 ml conical flask 06
Proctor mould with rammer, etc., for BS 1377;Test 13
(rammer to weigh 4.5 kg and fall 45 cm) 01
300 mm steel straight edge 01
600 g sand pouring cylinder with conical funnel and tap for
density determination 02
Sand jars (plastic with screw cover) 20
Calibrating container 150 mm dia. by 150 mm deep for
pouring cylinder 01
Cylindrical steel core cutter 150 mm dia by 150 mm long 12 mm
thick bevelled at one end 04
Steel dolly 25 mm high, 140 mm dia. wall thickness 6 mm with tip 02
Steel rammer with wood or steel handles 02
Specimen extractor and coning tool 01
Vibrating hammer (see BS 1377; Test 14) 01
Tamping plates to suit vibrating hammer 06

Auger, rod and 2 extensions fitted with adaptor for cutters 01
38 mm ID steel cutter, relieved 03
38 mm ID steel cutter, unrelieved 03
In-situ CBR apparatus including standard plunger, proving and dial, datum
frame and penetration gauge etc. 01
300 mm dia. steel plate 12 mm thick 01
23 mm post-hole auger with 8 No. 900 mm rods 01
Spade 03
Pickaxe 03
Chopper 03
Chloride detecting chemical agents 03
Wet Film thickness gauges for paint 02
Electro magnetic paint film thickness tester 02
Also pestle and mortar, spatulas, wash bottles, glass bottles with glass stoppers, conical
flask, evaporating dishes, crucible, tongs, rubber tubing, glass tubing, sample tins and
expendable items including chemicals and other incidental equipment. Where required by
the FEWA Engineer, the Contractor must provide other similar items not listed.

1.3. EARTHWORKS

TABLE OF CONTENTS
Page
1.3. EARTHWORKS.........................................................................................40
1.3.1. Earthworks.................................................................................................40
1.3.1.1. Site Clearance............................................................................................40
1.3.1.2. Surface levels.............................................................................................40
1.3.1.3. Unsuitable Materials....................................................................................40
1.3.1.4. Excavations ................................................................................................40
1.3.1.5. Approval of Excavation ...............................................................................41
1.3.1.6. Excavation beyond True Line and Level.....................................................41
1.3.1.7. Disposal of Spoil.........................................................................................41
1.3.1.8. Filling...........................................................................................................41
1.3.1.9. Blasting.......................................................................................................42
1.3.1.10. Subsoil Improvement/ Piling.......................................................................42

1.3. EARTHWORKS
1.3.1. EARTHWORKS
1.3.1.1. Site Clearance
The Contractor shall clear all areas of the Sites over which the Works are to be
constructed. He shall remove all structures; debris and vegetation to sites approved by
FEWA/ Local Authorities and no debris shall be deposited except on such sites.
1.3.1.2. Surface levels
Before starting any work for the LDC Building, the contractor has to take contour levels of
the plot area, and a drawing for record purpose shall be submitted to the FEWA Engineer.
All levels shall relate to the existing Datum.
1.3.1.3. Unsuitable Materials
Where in the opinion of the FEWA Engineer, existing material has to be retained by or to
support new works. If unsuitable, the Contractor has to remove such unsuitable material
and replace it with an approved imported filling.
1.3.1.4. Excavations
The Contractor shall carry out all excavations required for the permanent works in
whatever material may be met. All excavations shall be carried out to lengths, widths,
depths and profiles necessary for the construction of the Works or to such other
dimensions as may be approved in writing by the FEWA Engineer.
Where excavation is in unsupported open cut, the Contractor shall be entirely responsible
for ensuring that the side slopes are suitable for stability. The sides of excavation in trench
shall be made secure by means of adequate supports, timbering, close sheeting, timber
and steel piling as required for the Works and the means adopted shall be to the
satisfaction of the FEWA Engineer. The Contractor shall be entirely responsible for the
sufficiency of all temporary shoring and supports to the excavations. Where excavation is
to be carried out adjacent to and lower than existing structures the Contractor shall submit
to the FEWA Engineer his proposals for supporting the existing works before starting
excavation.
The Contractor shall carry out the excavation in such a way to avoid disturbance to the
surrounding ground. The Contractor shall comply with all instructions of the FEWA
Engineer regarding the supporting of the sides of excavation but such compliance shall not
relieve him of any of his responsibilities under the Contract for the safety of the Works and
to personnel.
The excavated surfaces shall be kept dry and clean by pumping or otherwise and no
concrete, masonry, brickwork or other materials shall be placed or built until the surfaces
are properly drained. The methods employed shall in all cases be to the satisfaction of the
FEWA Engineer. And if water is removed by pumping, it shall be done such that, the
material in or around the excavations will not be disturbed by the pumping. And adequate
sumps are provided.

The Contractor shall submit for the FEWA Engineer’s Approval his Proposals for disposing
of water arising from de-watering excavations. The Contractor shall also be responsible for
obtaining approval from the Local Authorities and has to pay any fees to local authorities.
Particular attention has to be given to de-watering of excavations at works in the close
proximity to Coastlines or other water masses.
Samples of excavated materials removed by the Contractor shall be authorized by the
FEWA Engineer and stored until completion of the Works.
1.3.1.5. Approval of Excavation
When excavations, whether in open or in trench, have been accurately taken out to the
profiles or dimensions required for the works, due intimation shall be given by the
Contractor to the FEWA Engineer and the same shall be inspected by or on behalf of the
FEWA Engineer.
1.3.1.6. Excavation beyond True Line and Level
If from any cause whatsoever excavations other than for concrete work are carried out
beyond their true line and level other than at the direction of the FEWA Engineer, the
Contractor shall at his own cost make good to the required line and level with concrete or
other approved material and in such a manner as the FEWA Engineer may direct. If from
any cause whatsoever excavations for concrete works are carried out beyond their true line
and level other than at the direction of the FEWA Engineer, the Contractor shall, when
directed by the FEWA Engineer, and at his own cost fill into the required line and level with
concrete similar in grade to that intended to be used in the true excavation unless
otherwise directed.
1.3.1.7. Disposal of Spoil
The Contractor shall remove spoil from excavations and shall place it at a dumping point
designated (or approved) by the FEWA Engineer which may be in embankments, in
temporary dumps, or in permanent spoil tips, according to the quality of the spoil, the need
of it for filling and other circumstances, as directed by the FEWA Engineer. All unusable
excess materials shall be charted out from the site area.
1.3.1.8. Filling
All fillings for the entire Site, in embankments, refilling of trenches and other earthworks
shall unless otherwise specified be formed with selected materials as approved by the
FEWA Engineer. The materials shall be placed in layers not exceeding 200 mm thick when
loose except where otherwise specified, thoroughly compacted with fresh water to the
satisfaction of the FEWA Engineer and trimmed to the levels and slopes required. The
compaction of this fill shall not be less than 97%of the maximum dry density as determined
by the compaction test No.13 section 4.2 of BS 1377 using the 4.5 kg rammer. Water
containing a high chloride and/or sulphate content shall not be used for compaction of fill
material within 5 meters of concrete.
Compaction tests shall be carried out on every layer at the rate of one test per 100 M
2
area
and minimum three numbers at random locations approved by FEWA Engineer.

The Contractor shall, before commencing any filling, survey and take levels over the whole
of the site to be filled and shall prepare plans and sections accordingly and furnish these to
the FEWA Engineer.
The Contractor shall take particular care in placing and compacting filling around pipes,
cables, structures and the like, and shall take such steps as may be necessary to prevent
damage thereto.
The Contractor shall make good any damage or defects to the Work caused by
settlements, slips or falls to any excavations or embankments and shall do all necessary
work to prevent or remedy the same in accordance with the Conditions or Contract.
The embankments shall have a minimum gradient of 1: 4 and has to be stabilized with a
stone armoring system to the FEWA Engineer's approval.
All surfaces at the agreed finished levels shall be treated with a penetrating spray applied
bonding agent to stop erosion, avoid dust contamination, and assist vehicular access for
site works.
1.3.1.9. Blasting
The Contractor shall not make use of any explosives without the express permission in
writing of the police or other authority concerned. The use and storage of all explosives in
magazines shall be subject to their approval and shall be to the satisfaction of the FEWA
Engineer. The Contractor shall further arrange at his own expense for the provision of
safetymen for the protection of the public and others during blasting.
Where blasting is permitted it shall be carried out strictly in accordance with arrangements
previously agreed in writing by the FEWA Engineer.
Blasting will not be permitted in close proximity to foundation, plant and equipment; in these
areas other methods shall be employed. The Contractor shall submit to the FEWA
Engineer for approval full details of his proposed procedure before blasting is carried out in
any area.
1.3.1.10. Subsoil Improvement/ Piling
Subsoil parameters are not available. The prospective contractor shall visit the site and
shall make his own assessments of the soil conditions and shall make no future claims on
this account. He shall carryout soil investigation in order to establish the soil characteristics
for foundation design. Improvement of the soil or piled foundations shall be necessary for
the LDC building. For any external foundations such as trenches if soil type shall not suffice
the soil bearing requirement, the soil shall be improved. The Contractor shall submit
proposals for the approval of the FEWA Engineer. These shall include details of the
proposed methods of improvement or piling works and program of testing before, during
and after.
The proposals shall provide details of the pattern and the areas of the site to be treated.
Subsoil Improvement
The Contractor may consider improving the soil by either vibro-compaction or vibrated
stone columns.

Dynamic Compaction/Consolidation shall not be permitted. The method utilized must not
cause vibration to the detriment of any adjacent buildings or structures in the area of works
and of the surrounding environment.
All materials and workmanship shall be in accordance with the appropriate British
Standards current at the time of tender, including those listed in this Specification, except
that where the requirements of British Standards are in conflict with this Specification, the
latter shall take precedence.
All work shall be carried out generally in accordance with the principles of relevant codes of
practice current at the time of tender, including those referred to in this Specification.
The execution and performance of the ground treatment shall be the responsibility of the
Contractor who shall, nonetheless, satisfy the FEWA Engineer that all treated ground has
attained the required degree of improvement. Where appropriate, estimates of the
anticipated total and differential settlement at the working load shall be given by the
Contractor.
The Contractor shall supply detailed and dimensioned layouts of the treatment points in
duplicate for the approval of the FEWA Engineer. Such approval shall not relieve the
responsibility of the Contractor for the accuracy of the drawings. Each treatment point shall
have a unique reference number for record purposes.
At the commencement of the Contract the Contractor shall provide a detailed method
statement. This shall include a program giving full details of both type and quantity of all the
plant he proposes to use, the order of carrying out the work, and where not already
specified by the FEWA Engineer the detailed and dimensioned layout of the ground
treatment, type and frequency of the proposed control testing, and where applicable, the
anticipated ground heave after treatment.
The sources of supply of materials shall be approved by the FEWA Engineer and shall not
be changed without prior approval of the FEWA Engineer in writing.
Rejected materials shall be immediately removed from the Site.
The Contractor shall report immediately to the FEWA Engineer any circumstances, which
indicates that the ground conditions differ from those described in the site investigation
report.
The Contractor shall satisfy the FEWA Engineer regarding the suitability, efficiency and
adequacy of the equipment to be employed. The Contractor shall state the type and
number of rigs he intends to use.
On completion of each area of ground treatment the Contractor shall grade debris and
surplus material arising from the ground treatment to leave a firm and level-working
surface. On completion of the treatment to the satisfaction of the FEWA Engineer, the
Contractor shall remove from the site all plant and unwanted material.
The Contractor shall carry out setting out from municipality demarcation point. Immediately
before treatment, the contractor shall mark each treatment position with suitable identifiable
pins or markers. The Contractor shall provide and maintain benchmarks in all sides
throughout the duration of the Works.

Testing Ground Treatment
Definitions
a) Proof Load
A proof load is a load applied to a selected area of working foundation
to confirm that it is suitable for the load at the settlement specified.
b) Plate Test
A plate test is a loading test carried out using a plate on treated ground
essentially used as a control of workmanship.
c) Zone Test
A zone test is a loading test carried out with a slab, intended to test
bearing pressure over a wider and deeper zone than in the plate bearing test. A
zone may be a full scale test of a structural member.
Supervision
All tests shall be carried out under the direction of an experienced and competent
supervisor conversant with the test equipment and procedure. All personnel operating the
test equipment shall have been trained in its use.
Safety Precautions
Safety precautions shall comply with all statutory safety requirements.
Where Kent ledge is used the Contractor shall construct the foundations for the Kent ledge
and any civil works, beams or other supporting structure in such a manner that there will
not be differential settlement, bending or deflection of an amount that constitutes a hazard
to safety or impairs the efficiency of the operation. The Kent ledge shall be adequately
bonded, tied or otherwise held together to prevent it falling apart, or becoming unstable
because of deflection of the supports.
The weight of Kent ledge shall be greater than the maximum test load, and if the weight is
estimated from the density and volume of the constituent materials, an adequate factor of
safety against error shall be allowed.
Where ground anchors are used the Contractor shall ensure that the load is correctly
transmitted to all the tie rods or bolts. Welding shall not be permitted to extend the rod,
unless it is known that the steel will not be reduced in strength by welding. The bond
stresses of the rods in tension shall not exceed nominal permissible bond stresses for the
type of steel and grade of concrete used.
Testing Equipment
In all cases the Contractor shall ensure that when the hydraulic jack and load-measuring
device are mounted the whole system will be stable up to the maximum load to be applied.
Means shall be provided to enable dial gauges to be read from a position clear of the Kent
ledge stack or test frame in conditions where failure in any part of the system due to

overloading, buckling, loss of hydraulic pressure and so on might constitute a hazard to
personnel.
The hydraulic jack, pump, hoses, pipes, couplings and other apparatus to be operated
under hydraulic pressure shall be capable of withstanding a test pressure of 1½ times the
maximum working pressure without leaking.
The maximum test load or test pressure expressed as a reading on the gauge in use shall
be displayed and all operators shall be made aware of this limit.
Preliminary Tests
The Contractor shall carry out two preliminary tests give the FEWA Engineer at least 48
hours notice of the commencement of treatment of an area for preliminary test loading.
The ground treatment for the area for preliminary test loading shall be carried out in a
manner similar to that proposed for the working area and using similar equipment and
materials.
Preparation of Ground Surface
The Contractor shall excavate for the test to the level specified.
Plate Bearing Tests:
The excavated surface shall be cleaned of loose material and blinded with a layer of sand
not exceeding 15 mm in average thickness.
Zone Tests:
The excavated surface shall be cleaned of loose material and blinded with 50 mm
concrete.
Concrete Test Cubes
The FEWA Engineer may call for test cubes to be made from the concrete used in the slab
for any zone test. The cubes shall be made and tested in accordance with BS 1881.
The zone test shall not be started until the concrete in the slab has attained the 28 days
strength as indicated by cube crushing tests.
Spread of Test Load
The steel plate or the reinforced concrete slab shall be of sufficient thickness to spread the
concentrated load supplied to its upper surface evenly over the base.
Reaction Systems
Proof loads shall be specified in the Particular Specification.
The reaction for plate bearing tests may be provided by use of mobile plant on site such as
the crawler crane. Where suitable plant is not available, Kent ledge or anchor shall be
used. The reaction for zone tests shall be provided using Kent ledge or ground anchors.

The distance from the edge of the area to be tested to the near part of the foundation
supporting the Kent ledge shall be such as to avoid interaction between the two stressed
areas.
The size, length and number of the anchors, or the area of the cribs and mats, shall be
adequate to transmit the maximum test load to the ground in a safe manner without
excessive movement or influence on the test area.
The method employed in the installation of any anchors, or erection of any cribs and mats
or Kent ledge, shall be such as to prevent damage to any treated areas.
Loading
The loading arrangement used shall be designed to transfer safely to the test area the
maximum load required in testing. Full details shall be submitted to the FEWA Engineer
prior to any work relating to the testing process being carried out on the Site
Equipment for Applying Load
The equipment used for applying load shall consist of one or more hydraulic rams or jacks.
The total capacity of the jacks shall be arranged in conjunction with the reaction system to
deliver an axial load to the area. The complete system shall be capable of transferring the
maximum load required for the test.
Measurement of Load
The load shall be measured by a calibrated pressure gauge in the hydraulic system. Jacks
shall be short in axial length in order to achieve the best possible stability. Sufficient
attendance shall be arranged by the Contractor to ensure that axial load is maintained.
The pressure gauge and jack shall be calibrated in increments appropriate to the
equipment and a valid certificate of calibration shall be supplied to the FEWA Engineer.
The load-measuring device may consist of a proving ring, load-measuring column,
pressure cell or other appropriate system. Spherical seating shall be used in conjunction
with any devices that are sensitive to eccentric loading; care must be taken to avoid any
risk of buckling. Load-measuring devices shall be short in axial length in order to achieve
the best possible stability. The Contractor shall arrange sufficient attendance.
The load-measuring device shall be calibrated before and after each series of tests,
whenever adjustments are made to the device or at intervals appropriate to the type of
equipment.
The loading equipment shall be capable of adjustment throughout the test to obtain a
smooth increase of load or to maintain each load constant at the required stage of a
maintained loading test.
Three deflection gauges positioned symmetrically around the plate shall measure the
movement of the plate. Each gauge shall enable readings to be made to within 0.1mm and
shall be mounted on a reference frame which will not be affected by movement of the
ground due to the support for the test load, weather conditions, site traffic or other such
causes.
The reference frame should be protected from direct impact, and also from temperature
effects where appropriate.

EDUARDO H. PARE CIVIL, STRUCTURAL & ARCHITECTURAL DESIGN & CONSTRUCTION SPECIFICATIONS

EDUARDO H. PARE CIVIL, STRUCTURAL & ARCHITECTURAL DESIGN & CONSTRUCTION SPECIFICATIONS

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EDUARDO H. PARE CIVIL, STRUCTURAL & ARCHITECTURAL DESIGN & CONSTRUCTION SPECIFICATIONS