Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 1 - ROADS, Second Edition 2020)

Bolts, nuts, locknuts, and washers shall be of the same material for each attachment.

Bolts, nuts, locknuts, and washers for signs mounted on overhead sign structures (i.e. sign bridges,
cantilevered sign structures, and bridge mounted sign brackets) shall be stainless steel only.

All bolts, nuts, washers, cap screws, and coupling bolts shall conform to Table 8-31. Hardware for
structural steel sign supports shall comply with Paragraph 1 of Sub-article c of Article 8.5.3.5.

Table 8-31: Hardware for sign installations

Hardware

Specification

Bolts

ASTM F468

2024-T4 Aluminum

ASTM A307 Steel

ASTM F593 Group 1, Condition A Stainless

Steel, or ASTM A193, Grade B8, Class 1

Stainless Steel

U-bolts

ASTM A276

Type 304 Stainless Steel

Washers

ASTM B209

2024-T4 Aluminum

ASTM F844 Steel

ANSI B.18.22.1

Stainless Steel Alloy 304

Nuts

ASTM F467 2024-T4 Aluminum

ASTM A563 Grade A Steel

ASTM F594 Group 1 Stainless Steel, or

ASTM A194 Grade 8 or 8A Stainless Steel

Locknuts

(with nylon insert unless

otherwise in the Contract

plans)

ASTM F467 2024-T4 Aluminum

ASTM A563 Grade A Steel

ASTM F594 Group 1 Stainless Steel, or noted

ASTM A194 Grade 8 or 8A Stainless Steel

Rivets

ASTM B316 5052 Aluminum Alloy

ASTM B316 5056 Aluminum Alloy

Post Clips

ASTM B179 356-T6 Aluminum

Wind beams

ASTM B221 6061-T6 Aluminum

Angle and “Z” Bar

ASTM B221 6061-T6 Aluminum

ASTM A36 or ASTM A 992 Steel

Strap and Mounting Bracket

ASTM A666, Type 201 Stainless Steel

All steel parts shall be galvanized per AASHTO M 111. Steel bolts and related connecting hardware
shall be galvanized per AASHTO M 232.

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Type 1, 2, or 3.

Bolts conforming to AASHTO M 164, having an ultimate tensile strength above 1000 MPa
and are galvanized in accordance with AASHTO M 232, shall be tested for embrittlement.
Embrittlement testing shall be conducted after galvanization in accordance with ASTM F606,
Section 7. Manufacturer’s certificate of compliance for the lot provided shall show the ultimate
tensile strength test results.

Bolts conforming to AASHTO M 253 shall not be galvanized. AASHTO M 253 Type 1 and 2
bolts shall be painted with two coats of zinc rich paint, formula A-9-73, consisting of a
minimum dry film thickness of 0.051 mm per coat.

Unpainted and nongalvanized bolts shall conform to AASHTO M 164 and M 253 Type 3.

Nuts for high strength bolts shall meet the following requirements:

Table 8-32: Nuts for high strength bolts

AASHTO M 164 Bolts

Black or galvanized Type 1

AASHTO M 291 Grade C, C3, DH, and DH3

AASHTO M 253 Bolts

Black Type 1 and 2

Black weathering Type 3

AASHTO M 291 Grade DH, DH3

AASHTO M 292

Grade 2H

AASHTO M 291 Grade DH3

Nuts that are to be galvanized shall be tapped oversized the minimum required for proper
assembly. Amount of overtap shall be such that the nut will assemble freely on the bolt in the
coated condition and shall meet the mechanical requirements of AASHTO M 291 and the
rotational capacity test specified in AASHTO M 164.

Galvanized nuts shall be lubricated in accordance with AASHTO M 291 including
supplementary requirement S2. Documentation shall include the name, method of
application, and dilution of the lubricant applied to the nuts.

Washers for AASHTO M 164 Type 1 and 3 bolts; and AASHTO M 253 Type 1, 2, and 3 bolts
shall meet the requirements of AASHTO M 293. Surface condition and weathering
characteristics of the washers shall be the same as for the bolts being specified.

Direct Tension Indicators (DTIs) shall conform to the requirements of ASTM F 959 and may
be used with either AASHTO M 164 or M 253 bolts. DTIs shall be galvanized by mechanical
deposition in accordance with AASHTO M 298 class 55. Hot dip galvanizing shall not be
allowed.

All bolts, nuts, and DTIs shall be marked and identified as required in the pertinent
Specifications.

Lock-pin  and  collar  fasteners  which  meet  the  materials,  manufacturing,  and  chemical
composition  requirements  of  AASHTO  M  164  or  AASHTO  M  253,  and  which  meet  the
mechanical property requirements of the same Specification in full size tests, and which have
a  body  diameter  and  bearing  areas  under  lock-pin  head  and  collar  not  less  than  those
provided by a bolt and nut of the same nominal size may be used. Contractor shall submit a

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Lot Size

Sample Size

a,b

0 to 50

51 to 150

151 to 1,200

1,201 to 10,000

10,001 to 35,000

35,001 and over

*Manufacturer’s certificate of compliance — samples not required.

If bolts are galvanized, increase the sample size by 1.5 times the table value for the

number of bolts being sampled.

Nuts, washers, and load indicator devices shall be sampled at the same frequency as

the bolts.

All testing of bolts, nuts, washers, and load indicating devices will be performed on specimens
as they are to be installed. All samples shall include a m

anufacturer’s certificate of

compliance for each lot of bolts provided.

8.5.3.6

Sign Posts

All sign support structures shall be constructed as shown in the Contract plans.

Steel Posts

Posts for single post sign structures shall meet the requirements of ASTM A500 Grade B or

ASTM

A53M - 10

Grade B, Type E or S.

Posts for multiple post sign structures shall conform to either

ASTM A36M - A36M -2008

or ASTM

A992. Posts conforming to either ASTM A588 or ASTM A572 Grade 50 may be used as an
acceptable alternate to the ASTM A36 and ASTM A992 posts. All steel not otherwise specified shall
conform to either ASTM A36 or ASTM A992.

Triangular base stiffeners for one-directional multi-post sign posts shall conform to ASTM A588

ASTM A572, Grade 50.

All steel, including posts, base plates, and base stiffeners, shall be galvanized after fabrication in
accordance with AASHTO M 111.

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Steel sign structures and posts shall be galvanized after fabrication in accordance with AASHTO M
111, unless noted otherwise in the Contract plans. Unless otherwise specified in the Contract plans
or Particular Specifications, metal surfaces shall not be painted.

Breakaway Sign Posts

Base connectors for multiple directional steel breakaway posts shall conform to the following:

Table 8-34 Base connector requirements for breakaway sign posts

Brackets

Aluminum alloy 6061 T-6

Bosses for Type 2B Brackets

ASTM A582

Anchor ferrules

Type 304 stainless steel for threaded portion.

AISI 1038 steel rod and AISI 1008 coil for cage
portion.

Anchor couplings for multiple directional steel breakaway posts shall conform to AMS 6378D with a
tensile breaking strength range as follows:

1. Type 2A - 17,000 to 21,000 lb.

2. Type 2B - 47,000 to 57,000 lb.

For multi-directional breakaway base connectors, shims shall conform to ASTM A653,

SS Grade 33,

coating designation G 165. For one-directional breakaway base connectors, single post or multi-
post, shims shall be fabricated conforming to ASTM B36.

Posts shall be fabricated from structural steel conforming to the requirements of ASTM A572, Grade
50 or ASTM A588 at the option of the Contractor. Base plates for the breakaway connections and
friction fuse plates and back plates for the post hinge assembly shall be fabricated from the same
type structural steel selected for the sign posts.

All plate holes shall be drilled and all plate notches shall be saw cut, except that flame cutting will be
permitted provided all edges are ground. Flange holes shall be drilled or sub-punched and reamed.
Posts shall be saw-cut for the hinge and bolted as detailed on the plans.

Bolts, nuts and washers shall conform to the requirements of ASTM A325.

Posts and plates shall be galvanized after fabrication in accordance with the requirements of ASTM
A123. Bolts, nuts and washers shall be cadmium plated in accordance with the requirements of
ASTM B766, or zinc plated in accordance with the requirements of ASTM B633.

Parallel Flanged Channel Sign Posts

Parallel flanged channel posts shall be fabricated from rerolled rail steel or hot-rolled carbon steel
bars.

Yield point of the steel shall be 551.5 mPa minimum. Cast heat analysis of the steel shall conform
to the following requirements:

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Phosphorus

Max. 0.04

Sulfur

Max. 0.05

Silicon

0.10 - 0.25

Posts shall be a uniform, modified, flanged channel-section as shown in the Contract plans. Weight
of the posts shall be 4.47 kg per lineal meter, ±5 %. Post shall be punched with continuous 9.5 mm
diameter holes on 25 mm centers. First hole shall be 25 mm from top and bottom of post.

Posts shall be machine straightened to have a smooth uniform finish, free from defects affecting their
strength, durability, or appearance. All holes and rough edges shall be free from burrs. Permissible
tolerance for straightness shall be within 1.6 mm over 1.0 m.

Posts shall be galvanized after fabrication in accordance with the requirements of ASTM A123. Bolts,
nuts, washers and spacers shall be cadmium plated in accordance with the requirements of ASTM
B766 or zinc plated in accordance with the requirements of ASTM B633.

For shipment, posts shall be nested and fastened in such a manner that they will not slip. Care shall
be taken during shipping to minimize the rubbing of posts together resulting in damage to the
galvanized finished surface. Excessive damage to the finish of the posts during shipping or handling
will result in rejection of the damaged posts.

Posts shall be bundled in groups of no more than 100.

Perforated Sign Posts (Ornamental)

Single and telescoping perforated posts shall be square tube fabricated from galvanized sheet steel.
Sheet steel shall have a thickness of 2.67 mm or 3.43 mm as required by the project specifications.
Sheet steel shall conform to the requirements of ASTM A653 for either SQ Grade 40 or SQ Grade
50 Class 1, and be galvanized in accordance with the requirements of Coating Designation G-90.
Posts shall have a wall thickness, including coating, of 2.46 mm to 2.95 mm for 12 gauge and 3.23
mm to 3.71 mm for 10 gauge.

Posts shall be welded directly in the corner by high frequency resistance welding or equal. Outside
edges of the posts shall be scarfed as necessary to produce a standard corner radii of 3.97 ±0.79
mm. External welded surfaces and scarfed areas shall be re-galvanized after fabrication.

Holes 11.11 ±0.40 mm in diameter shall be provided on 25 mm centers along all four sides over the
entire length of the post. Holes shall be laterally centered on the longitudinal centerline of each face.
Hole positioning and spacing shall be the same on all four faces, such that the hole centerlines for
each group of four holes shall pass through a common point on the longitudinal centerline of the
tube. For telescoping posts, holes shall be in proper alignment to allow 9.53 mm diameter bolts to
pass through the entire post.

Finished posts shall be straight and have a smooth, uniform finish. All consecutive sizes of posts
shall be freely telescoping for not less than 3 m of their length without the necessity of matching any
particular face to any other face.

8.5.3.7

Foundations

Concrete foundation materials shall meet the requirements of Section 4.3 of Chapter 4, Concrete
Works.

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2. Nuts for ASTM F1554 Grade 105 galvanized bolts shall conform to AASHTO M 291, Grade

DH and shall conform to the lubrication requirements in Paragraph 1, Sub-article c of Article
8.5.3.5.

3. Nuts for ASTM F1554 Grade 36 or 55 black or galvanized anchor bolts shall conform to

AASHTO M 291, Grade A. Washers shall conform to ASTM F436.

Bolts shall be tested by the manufacturer in accordance with the requirements of the applicable
specification. Contractor shall submit to the Engineer for approval a m

anufacturer’s certificate of

compliance for the anchor bolts, nuts, and washers. If the Engineer deems it appropriate, the
Contractor shall provide a sample of the anchor bolt, nut, and washer for testing.

All bolts, nuts, and washers shall be marked and identified as required in the applicable specification.

8.5.4

Construction Requirements

8.5.4.1

Location of Signs

Signs shall be located as shown in the Contract plans or as directed by the Engineer. Post lengths
specified in the Contract plans are estimated for bid purposes only. Final lengths of sign posts will
be determined or verified by the Engineer prior to fabrication.

It shall be the responsibility of the Contractor to determine the location of any underground utilities
or drainage structures in the vicinity before beginning work. Contractor shall conduct the work so as
to avoid damage to these installations. Contractor shall refer to his approved shop drawings and
record drawings in locating underground utilities, structures, and facilities that have been installed
during construction.

Contractor shall repair any damage caused by the Contractor's operation to the satisfaction of the
Engineer, at the Contractor

’s own expense.

8.5.4.2

Placement of Signs

Contractor shall install signs at the station, elevation, offset, and orientation as shown on the Contract
plans and as approved by the Engineer. Face of the sign shall be vertical.

Rreflectorized signs located less than 10 m from the edge of the lane should be turned out
approximately 3 degrees, or as directed by the Engineer, from the pavement edge of oncoming traffic
lanes, and those located 10 m or more from the edge of the lane should be turned in approximately
3 degrees from the pavement edge of oncoming traffic lanes. All sign posts shall be plumb and signs
level.

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8.5.4.4

Sign Removal

Where shown in the Contract plans or directed by the Engineer, existing signs and, if so indicated,
sign structures shall be removed by the Contractor. Where indicated, the Contractor shall remove
concrete pedestals to a minimum of 600 mm below subgrade or finished ground elevation, whichever
is lower, and backfill the hole to the satisfaction of the Engineer.

Where an existing sign post is removed from within a sidewalk area, the Contractor shall finish the
area so as to make the sidewalk continuous. Aluminium signs, wood signs, wood sign posts, wood
structures, metal sign posts, windbeams, and other metal structural members shall be inspected by
the  Engineer,  and  if  suitable  shall  be  cleaned,  crated  for  long-term  storage  and  delivered  to  the
Owners  storeyards  by  the  Contractor.  If  not  suitable  the  removed  materials  shall  become  the
property of the Contractor and removed from the project.

8.5.4.5

Sign Relocation

Where shown in the Contract plans, existing signs and sign structures shall be relocated by the
Contractor to the location noted. Where the existing sign structure is mounted on concrete pedestals,
the Contractor shall remove the pedestal to a minimum of 600 mm below subgrade or finished ground
elevation, whichever is lower, and backfill the hole with material similar to that surrounding the hole
to the satisfaction of the Engineer.

Where  an  existing  structure  is  to  be  relocated,  the  Contractor  shall  provide  necessary  materials,
labor,  and  hardware,  and  if  so  indicated,  electrical  conduit,  conductors,  electrical  services,  and
connections so as to erect and provide an operable unit to the satisfaction of the Engineer.

All materials damaged by the Contractor shall be replaced at no extra cost.

Unless otherwise allowed, relocation of each existing sign and structure shall be accomplished
during the day in which it was removed.

Where shown on the Contract plans or ordered by the Engineer, the Contractor shall dismantle
existing road signs, store them, and re-erect them at new positions indicated.

Where required by the Engineer, the signs shall be repainted or repaired and new materials shall be
used for part or all of the supporting structure.

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8.5.4.7

Sign Message Revision

Where shown on the Contract plans or required in the Particular Specifications, the Contractor shall
revise existing sign messages or layouts. Contractor shall remove and reinstall portions of or the
entirety of the existing message or furnish and install new message components as necessary to
provide the revised message as indicated.

Prior to installing the revised message, the Contractor shall thoroughly clean the sign face and plug
all existing rivet holes with aluminium blind rivets painted the same colour as the sign background.
Plugging screw holes in plywood signs will not be required. Modifications to the sign shall be
completed during the same day in which work is commenced and while the sign is in place.

All new materials necessary to accomplish this work shall be the same type and size as the existing
components, and it shall be the Contractor

’s responsibility to verify such component type and size.

Materials damaged by the Contractor shall be replaced at no extra payment. Existing materials not
reinstalled shall become the property of the Contractor and shall be removed from the project.

8.5.4.8

Sign Cleaning

Signs shall be cleaned after relocation or installation to the satisfaction of the Engineer. Contractor
shall not use cleaning solvents that harm the sign finish.

8.5.4.9

Sign Structures

Sign support structures shall be assembled and installed as per the details shown on the Contract
plans, as specified herein and as approved by the Engineer.

If sign support structures have been designated in the Particular Specifications, in the Contract plans
or as included in the Bills of Quantities to be installed per a Contractor submitted structural design,
then it shall be the Contractors responsibility to provide a detailed set of sign support structure shop
drawings to the Engineer for review. Sign support structure assembly shall not begin until written
approval is received from the Engineer. Sign support shop drawing submittals shall include as a
minimum, the following items:

•

Detailed structural design calculations for both the upper support structure and the

foundations, prepared by and signed by a Chartered or Professional Structural Engineer or
other structural design engineer with a minimum of 10 years of relevant design experience

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•

Lighting assemblies and the associated mounting and structure electrical cable routing

details. All lighting shall meet the applicable requirements of Chapter 10, Lighting and
Electrical Distribution Works, of these standard specifications. Electrical work shall meet the
applicable requirements of Chapter 10, Lighting and Electrical Distribution Works, of these
standard specifications.

•

Electrical supply and associated electrical connection details and cabling/conduit network,

as necessary. Electrical connections and arrangement for connection to the supply feeders
shall be the Contractor’s responsibility to coordinate with the appropriate electrical authority
and as approved by the Engineer. Electrical work for power supply shall meet the applicable
requirements of Section 10.11.13, Chapter 10, Lighting and Electrical Distribution Works, of
these standard specifications.

Fabrication of Steel Structures

All welded connections of sign bridge and cantilever sign structure posts, arms, and beams, including
base and connection plates, shall be cleaned prior to welding to remove all mill scale from within 50
mm of the weld. Contractor may perform the cleaning using either a blast cleaning process or with
power hand tools as approved by the Engineer.

Fabrication shall be in accordance with applicable requirements of Chapter 23, Steel Structures, of
these Standard Specifications.

Where shown on the Contract plans or included in the particular specifications, fabricated steel
structure coatings and painting shall meet the requirements of Chapter 24, Painting, of these
Standard Specifications.

Bridge Mounted Sign Brackets

Contractor shall fabricate and install sign supports for mounting signs on bridge structures at the
locations and as shown in the Contract plans, including inserts and anchor bolts. Fabrication,
painting and installation shall be in accordance with applicable requirements of Chapter 23, Steel
Structures, and Chapter 24, Painting, of these Standard Specifications.

8.5.4.10

Foundations

Ground-mounted Signs

Holes for all foundations shall be excavated to the size and dimensions required for construction of
the foundations. All excavating and backfilling shall comply with the requirements of Sections 2.4
and 2.5 of Chapter 2, Earthworks. All unsuitable excavated materials shall be disposed of by the
Contractor and shall not be used as backfill. All backfill shall be approved material compacted, in
layers not to exceed 150 mm, to at least 95 % maximum density in accordance with AASHTO T 180.

All concrete for ground-mounted sign foundations shall be cast-in-place using C25/20 or stronger.
All concrete work and reinforcement steel shall comply with all applicable requirements of Chapter
4, Concrete Works, and Chapter 5, Reinforcing Steel, of these standard specifications. Forms shall
include templates to hold the section of the stub post to be cast into the concrete securely in place
during the casting of concrete. Foundations shall be allowed to cure a minimum of 7 days before
erecting signs on the foundations.

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Foundations shall be cast in one operation where practicable. Exposed portions shall be formed to
present a neat appearance.

Forms shall be true to line and grade. Tops of foundations for roadside sign structures shall be
finished to ground line, unless otherwise shown in the Contract plans or directed by the Engineer.
Tops of foundations for sign structures shall be finished to the elevation shown on the Contract plans.

Forms shall be rigid and securely braced in place. Conduit ends and anchor bolts shall be plumbed
and rigidly placed in proper position and to proper height prior to placing concrete and shall be held
in place by means of a template until the forms are removed.

All bolts and anchor bolts shall be installed so that 2 full threads extend beyond the top of the top
heavy-hex nut. Anchor bolts shall be installed plumb, ±1

Plumbing of sign bridges and cantilever sign structures shall be accomplished by adjusting leveling
nuts. Shims or other similar devices for plumbing or raking will not be permitted.

All bolted connections shall be tightened using the turn-of-the-nut method defined in Table 8-36 and
Table 8-37.

Table 8-36 Bolt tightening requirements by turn-of-the-nut method

Table 8-37 Turn-of-the-nut bolt tightening procedure

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Both forms and ground which will be in contact with the concrete shall be thoroughly moistened
before placing concrete; however, excess water in the foundation excavation will not be permitted.
Forms shall not be removed until the concrete has set at least 3-days. All forms shall be removed,
except when the Contract plans or particular specifications specifically allow or require the forms or
casing to remain.

Class 1 surface finish shall be applied to exposed surfaces of concrete in accordance with the
requirements of Section 4.4.3 of Chapter 4, Concrete Works.

Where obstructions prevent construction of planned foundations, the Contractor shall construct an
effective foundation as approved by the Engineer.

8.5.4.11

Identification Plates

When shown on the Contract plans or required by the Particular Specifications, the Contractor shall
attach sign identification plates to all signs and sign structures. Identification plates will be supplied
by the Contractor per pre-approved design. When signs or sign structures are removed, the
Contractor shall remove any identification plates and give them to the Engineer.

8.5.4.12

Sign Attachment

All multiple post and multiple panel signs shall be constructed and installed with horizontal extruded
windbeams and “Z” bar, when required, as shown in the Contract plans. All bolt and rivet heads
visible on the sign face shall be anodized or painted to match the sign area immediately surrounding
the bolt or rivet head.

Aluminum sign blanks shall not come in contact with the steel posts. Contractor shall provide a 1.6
mm thick neoprene pad between aluminum sign blanks and steel posts complying with the
manufacturer’s recommendations.

Multiple Panel Signs

After installation of multiple panel signs, the Contractor shall furnish and install an approved
reinforced aluminized tape on the reverse side of the sign to prevent visible light through the seam.
Tape shall be pressure sensitive and a minimum of 50 mm wide and 0.051 mm thick. In lieu of tape,
the Contractor may use 25 mm wide aluminium sheeting riveted to the sign back. Aluminium shall
be a minimum of 0.81 mm thick. Rivet heads shall match the sign face colour.

Steel Sign Post

Steel sign posts shall be connected to concrete bases using the following procedure:

1. Remove all galvanized runs and beads from washer area.

2. Assemble sign post to stub post with bolts, using 1 flat washer on each bolt between plates.

3. Shim as required to plumb sign posts.

4. Tighten bolts in a systematic order to tightening requirements specified in Table 8-37.

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8.6.2

Foundation for Overhead Tubular Sign Supports

8.6.2.1

General

The Contractor shall furnish and install all materials required for the construction of reinforced
concrete foundations for overhead tubular sign supports. Foundations shall be in accordance with
dimensions as indicated on the Contract plans and in accordance with these Standard
Specifications.

The foundations for overhead tubular sign supports shall be as indicated on the Contract plans. The
number of anchor bolts, bolt locations, and anchor bolt dimensions shall be as indicated on the
Contract plans. The projecting portion of the anchor bolts and the nut and washer shall be treated
by hot dip-galvanizing.

The raceway or conduit for overhead tubular signs shall consist of a galvanized steel raceway as
indicated on the Contract plans and shall have a bending radius of 600mm.

All overhead tubular sign support foundations shall be drilled or bored in the manner, at the locations
and to the penetration or depth indicated on the Contract plans, as specified herein and as approved
by the Engineer.

Prior to proceeding with any foundation work for overhead tubular sign supports, the Contractor shall
submit  to  the  Engineer  for  approval,  shop  drawings,  complete  details,  calculations  for  temporary
metal casings, equipment data, proposed construction procedure and related particulars concerning
the  completion  of  the  proposed  concrete  overhead  tubular  sign  support  foundations.  The  shop
drawings  shall  also  indicate  the  proposed  method  of  conduit  installation  in  the  foundation.  The
method of installation shall be subject to approval of the Engineer.

The length or lengths as indicated on the Contract plans are the estimated minimum required length
or lengths for the overhead tubular sign support foundations. The final length or lengths of
foundations shall be based on soil properties from the advance boreholes made by the Contractor
and shall be as approved by the Engineer based on actual conditions encountered in drilling or
boring. The Contractor shall make his own analysis of the subsoil conditions and work that will be
required to provide the drilled or bored concrete foundation as specified.

8.6.2.2

Materials

All overhead tubular sign support foundations shall be cast-in-place Class C25/20 concrete. All
concrete work shall comply with all requirements of Chapter 4, Concrete Works, of these Standard
Specifications. The foundations shall be allowed to cure a minimum of seven (7) days before erecting
overhead tubular sign supports on the foundations.

All reinforcement steel in overhead tubular sign support foundations shall be in compliance with the
requirements of Chapter 5, Reinforcing Steel, of these Standard Specifications.

All foundations for overhead tubular sign supports shall be furnished with an earth electrode as
indicated on the Contract plans and complying with Section 10.14.10 of Chapter 10, Lighting and

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UTILITIES

All the work to be carried out in the Utilities works (Telephone Services, Electrical Services,
Sewerage Services, central Cooling, Gas Services, Water Services, and others) which consists of
all associated works, furnishing and installation of all materials, all testing and all subsidiary and
related work it

ems shall be as indicated on the Drawings, and specified in the relevant Authority’s

specifications, guidelines and the (Abu Dhabi Emirate Guideline for Infrastructure Services
Standards)

– latest edition when applicable.

The Contractor should get all the required shop drawings and method statements approved by the
Engineer and the relevant authorities. The handing over and commissioning should be as per the
Engineer’s requirements defined in the contract documents, in compliance with the all relevant
Auth

ority’s guidelines, and under the supervision of the Authority as appropriate

STANDARD CONSTRUCTION SPECIFICATIONS

PART 1

ROADS

CHAPTER 12

– STORMWATER DRAINAGE

DOCUMENT

NO:

TR-542-1

SECOND

EDITION

SEPTEMBER

2020

12:

STORMWATER

DRAINAGE

STORMWATER DRAINAGE

Specifications for construction of the Surface Water Drainage System which consists of all

associated earthwork, furnishing and installation of all materials, all testing and all subsidiary and

related work items shall be as indicated on the Drawings, and specified in the following standards

included in the (Abu Dhabi Emirate Guideline for Infrastructure Services Standards)

– latest edition

1. Stormwater and subsoil drainage systems (Volume |)

Design Manual (WA-726-1)

2. Stormwater and subsoil drainage systems (Volume ||)

Design Manual (WA-726-2)

3. Stormwater and subsoil drainage systems (Volume |||)

Operation and Maintenance Management Manual (WA-726-3)

4. Stormwater and subsoil drainage systems Standard Technical Specification

(Volume 1 , 2 & 3) (WA-726-4)

Asphalt Binder not meeting the requirements of 60-70 penetration grade may be accepted if
it complies with viscosity grade AC-40 in accordance with AASHTO M 226 as shown in Table
3-35.

Table 3-35: AC

– 40 Viscosity grade Asphalt Binder

Test

Min.

Max.

Viscosity, 60



C, Ns/m² (PaS)

320

480

Viscosity, 135



C, Cs (mm²/sec)

300

Penetration, 25



C, 100 g, 5 sec

Flash point, Cleveland open cut,



232

Solubility in trichloroethylene, percent

99.0

Test on residue, Rolling Thin Film Oven Test:

Viscosity, 60



16,000

Ductility, 25



C, 5 cm per min, cm.

Asphalt Binder shall be prepared by the refining of petroleum or from crude oil (no other
process shall be used). It shall be uniform in character and shall not foam when heated to
175



❖

Should there be a need for improved performance and service life of the pavement

e.g. increased resistance to rutting, cracking, raveling, etc. the particular specification
and  the  contract  drawing  shall  indicate  the  use  of  binder  modified  with  polymer.
Depending on the specific requirements of the project, specific performance grade of
binder shall be specified which shall comply with the latest edition of AASHTO M320.
Mixes  produced  using  polymer  modified  binder  (  PMB)  shall,  in  all  respects  (  mix
design  process,  sampling  and  testing  of  the  mix  laid  on  site  and  their  compliance
requirements)  be  identical  to  those  made  by  Marshall  method  using  conventional
penetration grade binder (i.e. only the binder will be different).

3.3.3 Construction Requirements

This work consists of performing all operations and furnishing all materials, labor, tools, equipment
and appurtenances that may be required to construct and maintain the roadways, or other asphalt
works as shown on the Contract plans, as specified herein and/or in the particular specifications,
included in the bills of quantities, as approved by the Engineer.

Placing of asphaltic material shall be performed as a continuous operation.  Mixing and placing of
the asphalt shall progress at a rate so that contamination of previous asphalt work by dust/dirt or
loss of bonding capability shall not occur.  If due to a breakdown in the plant or other emergency it
shall  be  impossible  to  carry  out  this  requirement,  or  if  more  than  48  hours  has  elapsed  between
asphalt placement operations, a prime coat or tack coat complying with the requirements of Section
3.4, as directed by the Engineer, shall be applied to the surface and no separate payment will be
made by the department for such tack or prime coat.

3.3.3.1 Equipment

Equipment for asphalt works to be provided by the Contractor shall include, but not be limited to, that
specified herein, as required and as directed by the Engineer.

All equipment shall be checked and/or calibrated and approved by the Engineer prior to use.
Equipment shall be satisfactorily maintained and shall be used in an approved manner to produce
asphaltic concrete pavements in accordance with these specifications. Adequate equipment and

Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 1 - ROADS, Second Edition 2020) - page 36