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

ix. Check the level of the patch with a straight edge and make corrections as required.

2. In cases where the utility cut has been patched and the patch is depressed but the pavement

is not fractured and the asphaltic concrete appears stable, perform the following:

i. Mill and remove the upper 30 mm of the pavement starting just in back of the

depression. Dispose of the removed pavement in accordance with the requirements
of Section 2.3.2 of Chapter 2, Earthworks, of these Standard Specifications and as
directed by the Engineer.

ii. Wire broom clean the surface and lightly tack the surface and paint the edges of the

cut with bituminous emulsion at the rate of 0.25 to 0.50 kg/m

of tack coat as shown on

the Contract plans or as directed by the Engineer.

iii. Place wearing course of asphaltic concrete in the excavation in 70 mm lifts to the same

level  as  the  adjacent  surface.  Thoroughly  and  uniformly  compact  the  pavement  by
rolling with a steel wheel roller  by first compacting the hot asphalt concrete 150 mm
from the two traffic edges and then by rolling in the direction of traffic.  Drive wheel of
the roller shall be in a forward position

iv. Check the level of the patch with a straight edge and make corrections as required.

f. Sealing Cracks in Asphaltic Concrete Pavement

Depending on the type & nature of Cracks, appropriate method shall be applied to seal the cracks
with approved sealant which, as a minimum, shall comply with requirements specified herein. The
contractor shall be required to carry out a thorough site investigation identifying the exact location of
different type of cracks and shall submit to the Engineer for his approval, full details of the proposed
crack  sealant  along  with  manufactures  brochure,  a  method  statement  &  a  track  record  of
performance of the product  in UAE or  under similar  climatic condition. Acceptance of the sealant
shall  be  subject  to  satisfactory  site trials.  The  manufacturer  shall  provide  a  guarantee  letter  for  a
minimum  of  5  years  performance  when  the  material  is  applied  on  site  as  per  his  recommended
method  statement.  The  applicator  shall  have  adequate  experience  and  be  familiar  with  the
application process of the product as recommended by the manufacturer.

This sealant shall be hot pourable, polymer modified bituminous binder with the characteristics of
good adhesion, high ductility with high elastic recovery and shall meet the following requirements:

Test

Specification

Test method designation

Cone Penetration @ 25 °C

45 dmm max.

ASTM D

– 5329

Softening point, °C, min

99 min.

ASTM D

– 36

Ductility @ 25 °C, min

30 cm. min.

ASTM D

– 113

Resilience @ 25 °C,

30% min.

ASTM D

– 5329

Flow @ 60 °C

3 mm max.

ASTM D

– 5329

Viscosity

100 poise max.

Brookfield Viscometer

Note: Manufacturer's recommendation shall be followed for cleaning of the cracks as well as
preparation & application of sealant. However a general requirement is outlined hereunder.

- Cracks shall be thoroughly cleaned by hot air compressor.

- The sealant shall be heated in a pre-heater unit provided with agitation paddles to the
recommended temperature.

- The heated material shall be transferred to a bucket & hand drawn screed box or a specialized
applicator having a direct connecting pressure hose type extruding device with nozzles shaped for
insertion into the pre-warmed crack. Manufacturer's recommended temperature for application shall
be maintained.

- Where instructed by the Engineer the crack shall be chased out using a mechanical router and the
hole shall be cleaned free of all dust, dirt, and dampness by the use of hot compressed air lances
prior to the application of the heated sealant.

- Every attempt shall be made to avoid application of excess sealant. However, if any, the surface
shall be scrapped to avoid formation of ridges & the sealant being picked up by the traffic.

- It is to be noted that any crack sealant other than those specified above can be proposed by the
Contractor for Engineers review and consideration. Following site trial if the material appears to serve
the purpose for which it is intended the Engineer with Client’s concern may approve the material on
condition that a five (5) years performance guarantee provided by the manufacturer is endorsed by
the main Contractor.

g. Restoration of Kerbing

Contractor shall perform the following:

1. Remove pavement and tiles adjacent to the kerbing and break the mortar joint between the

sound kerbstone and the kerbstones to be removed or reset.

2. Remove all broken and loose kerbstones and rubble and chisel off the mortar from the

exposed edges of the sound kerbstones.

3. Excavate the soil in back of the kerb to the depth of the kerb foundation.

4. Clean and reinstate the kerb foundation as required. This may require raising a maximum

height of 150 mm.  If so, the contractor shall raise the foundation using Class C15 concrete,
unreinforced, mixed with maximum aggregate size of 19 mm and formed the same width as
the existing foundation and to the required height.  No separate payment will be made by the
department for this work.

5. Wet the kerb foundation and set and grout the replacement kerbstones to proper alignment

allowing 10 mm for mortar joints and 10 mm for expansion joints.

6. Wet the joints and fill with a cement and sand mortar of 1:2 mix, clean, point and cure with a

liquid curing compound as directed by the Engineer.

7. Fill the expansion joints with bituminous preformed joint filler conforming to AASHTO M-33.

8. Form and cast a 100 x 150 mm Portland cement concrete toe against the front of the

kerbstone using a Class C15 unreinforced concrete, mixed with maximum aggregate size of
19 mm. Cure with a liquid curing compound and as directed by the Engineer.

9. Cast a 200 x 200 mm Portland cement concrete haunching of Class C15 concrete to the back

of the kerbstone and cure it with a liquid curing compound as directed by the Engineer.

10. Expansion joints shall be constructed each 10 meters in the new kerbing and in between new

or reset kerbstone and existing kerbstone.

11. Strip all forms from the concrete and fill the excavation in back of the kerbstone with soil to a

depth 100 mm below the top of the kerbstone.

12. Paint bituminous emulsion on the face of the concrete and kerbstone which will be in contact

with the asphaltic concrete.

13. Reinstate the asphaltic concrete pavement and tiles adjacent to the repair.

h. Restoration of Sidewalk Tiles

Contractor shall restore all sidewalk tiles removed, damaged or otherwise disturbed by his
construction operations. Unless otherwise directed by the Engineer, such tile shall be restored on a
base and shall match existing adjacent surfaces.

Where existing concrete sidewalk tiles are to be restored, and unless otherwise directed by the
Engineer, the sidewalk tiles shall be installed as follows:

1. Remove carefully the existing sidewalk tiles, clean, chisel off the mortar from the exposed

faces, protect, load, transport and unload the sound and unbroken tiles at a location approved
by the Engineer. Removal of the existing tiles shall be by hand, so as to preserve the tiles;
cart away and dispose of the remainder of the tiles at a location approved by the Engineer.
Break, remove and cart away the mortar or any base, including concrete base laid below the
tiles, to the approved location.

2. Excavate the foundation soil to a depth of 50 mm. Dispose the excavated material at a

location approved by the  Engineer.  Level, sprinkle with water, fill as required to bring the
level of the soil to the required depth below the top level of the new tiles.  In the event fill is
required, add water too.  Turnover and mix the soil thoroughly.  Compaction operations shall
achieve a minimum of 90 % of the standard Proctor (AASHTO T 99) density.  Contractor shall
take into consideration that the leveling of the natural ground surface shall be done according
to the proposed grades and slopes.  Any objectionable material and unsuitable soil shall be
removed from the site and disposed of by the Contractor in accordance with the requirements
of Section 2.3.2 of Chapter 2, Earthworks, of these Standard Specifications or as directed by
the Engineer.

3. A layer of clean sand, average thickness 80 mm, shall be spread and water shall be added

in order to obtain the proper grades and levels before placing the concrete tiles.

4. Precast concrete tiles shall be placed directly on the sand layer without using any cement

mortar.

5. In placing concrete tiles, care must be exercised so that no spaces shall be left between tiles.

Sides of tiles shall be touching each other as closely as possible.

6. Tiles shall be secured in place using light compactors in order to achieve the proposed levels

and grades.

7. A thin layer of sand shall be utilized as filler between tiles. Water shall be sprayed to flush

the sand into the voids.

8. Placing of tiles shall be carried out in lengths not exceeding 10 meters separated by

expansion joints according to the instructions of the Engineer. Expansion joint filler shall be
10 mm thick bituminous preformed joint filler conforming to AASHTO M-33.

9. Concrete tiles shall be placed in a proper pattern, no tiles or any part thereof shall be cast in-

situ.

10. An additional or substitute pattern, if needed, may be used for laying tiles only after a written

approval from the Engineer is obtained by the Contractor.

11. Where existing quarry tile sidewalks are to be restored, and unless otherwise directed by the

Engineer, the sidewalk tiles shall be reinstated to original condition.

12. Where other types of existing sidewalks are to be restored, and unless otherwise directed by

the Engineer, the installation shall be as specified in these specifications.

i. Adjust, or Demolish and Reconstruct Existing Inlets, Manholes, or Service

Facilities to New Pavement Elevations

Contractor shall adjust, or demolish and reconstruct to finished pavement grade or level all existing
service facilities including, but not by way of limitation, all utility or service vaults, valve boxes, inlets,
manholes, jointing boxes, sewerage house connection service chambers used as restaurant grease

traps and similar structures within the limits of the Contract as specified herein and as directed by
the Engineer or as required by the respective utility agency. Contractor shall perform the work per
the following:

1. Adjust existing inlets, manholes or service facilities to new pavement elevation: At locations

where there is a minor level difference between the new pavement elevation and the cover
level of existing inlets, manholes or service facilities, the Contractor shall adjust these existing
facilities  to the  cover  grade  and  level matching the  new  pavement  level and  slopes.   This
work consists of, but is not limited to, the removal of frames and covers, placing or removal
of  minor  amounts  of  concrete  and  reinforcement  as  necessary  to  raise  or  lower  the  inlet,
manhole or service facility to match new pavement levels and slopes, refixing the frames and
covers and all associated works, except the supply of covers and frames, as specified herein,
as per the following items:

i. Contractor shall reuse the removed covers and frames unless otherwise directed by the

Engineer. If the Contractor is required to replace the existing cover and frame with a
new cover and frame, separate measurement and payment will be made as specified
herein for the items, remove and transport the existing cover and frame and replace with
new covers and frames.

ii. When an existing utility manhole requires level adjustment, prior to commencement of

the works specified herein, the Contractor shall contact the applicable utility authority
and request their field supervision and approval for the work. Contractor shall provide
necessary temporary protection as approved by the utility authority and the Engineer to
insure safety of existing utility lines while executing the works specified herein.

iii. Contractor shall perform the following items:

a) Submit shop drawings for approval by the Engineer prior to start of the work, which

show  how  the  Contractor  intends  to  proceed  with  the  work  for  each  site  including
traffic routing.  The shop drawing shall also indicate the existing structure portion and
how  the  height  is  to  be  adjusted  showing  additional  height  construction  details
including  the  portion  to  be  removed,  reinforcement,  construction  joints,  frame  and
cover  type,  attachment  method  for  the  frame,  and  pavement  base  replacement
method around the chambers.

b) Barricade the immediate work site to protect workmen and motorists without closing

the entire roadway lane to traffic.

c) Cut and remove sufficient asphalt pavement and concrete from the edges of the inlet

frame or manhole to permit removal of the frame from the gully or manhole without
damaging the reinforcing steel and cart away and dispose of the rubble in accordance
with the requirements of Section 2.3.2 of Chapter 2, Earthworks, of these Standard
Specifications and as directed by the Engineer.

d) Position the frame of the inlet, manhole or other service facility at the proper elevation

and  cast  it  in  place  with  Class  C25  concrete  using  Type  V  Portland  cement  with
additives approved by the Engineer to accelerate the set of the concrete.  All concrete
and  reinforcement  for  the  work  shall  comply  with  the  requirements  of  Chapter  4,
Concrete works, and Chapter 5, Reinforcing Steel, of these Standard Specifications.

e) Paint the exposed concrete surface with bituminous emulsion after the initial set but

never later than twenty minutes after placing the concrete. Curing period shall be as
approved by the Engineer

f) Clean the inside of the inlet or manhole and replace the inlet grate or manhole cover

2. Demolish and reconstruct existing inlets, manholes or service facilities to new pavement

elevation:  At locations where the level difference between the new pavement level and the
covers  for  existing  inlets,  manholes  or  service  facilities  is  beyond  the  scope  of  minor
adjustments  and  requires  major  level  adjustment,  the  contractor  shall  demolish  and
reconstruct these facilities to match the new pavement level and slopes. Respective utility

owner and the Engineer will determine, on site, the requirement to demolish and reconstruct
the existing inlet, manhole or service facility. Contractor shall perform the work as follows:

i. Demolition of existing inlets, manholes or other service facilities shall meet the

requirements of Section 2.3.2 of Chapter 2, Earthworks, of these Standard Specifications
and as directed by the Engineer.  New inlets, manholes, or other service facilities at these
locations shall be similar to those demolished unless otherwise directed by the Engineer
or  required  by  the  utility  owner.    Shop  drawings  for  the  construction  of  new  inlets,
manholes  and  service  facilities  shall  include  all  details  necessary  to  construct  these
proposed items.  Shop drawings for utility manholes will be approved by applicable utility
authority.

ii. Contractor shall reuse the removed cover and frame for the reconstruction work unless

otherwise directed by the Engineer. If the Contractor is required to use a new cover and
frame, separate measurement and payment will be made as specified herein under the
items, remove and transport the existing cover and frame and replace with new cover
and frame.

iii. Contractor shall construct the new inlets, manholes or service facilities in accordance

with all applicable requirements as specified herein to adjust the top levels of these items
including, but not limited to, the reuse of covers and frames, and the submittal of shop
drawings indicating the proposed construction materials and procedures for approval by
the utility owner.

3. Remove and transport existing covers and frames and replace with new covers and frames

for inlets, manholes and service facilities in pedestrian areas.  When covers and frames for
existing inlets, manholes or service facilities in pedestrian areas, except for sewerage house
connection chambers, require replacement with new covers and frames, the Contractor shall
furnish new medium duty ductile iron covers and frames with appropriate service description.
Engineer and the respective utility owner will determine, on site, the requirement to replace
the existing covers and frames with new ones. When an existing sewerage house connection
chamber used as a restaurant grease trap requires a new cover, the Contractor shall furnish
a new lightweight ductile iron cover and inner GRP cover as shown on the Contract plans.
Medium  duty  and  light  weight  ductile  iron  covers  and  frames  shall  comply  with  the
requirements of and be of the type as described in Section 12.3.2 of Chapter 12, Storm water
Drainage, or as shown on the Contract plans or as directed by the Engineer.  Contractor shall
clean, load, transport unload and place in store yard where designated by the Engineer all
removed covers and frames.

4. Remove and transport existing covers and frames and replace with new covers and frames

for inlets, manholes and service facilities in traffic areas:  When covers and frames for existing
or reconstructed inlets, manholes or service facilities in traffic areas such as service roads
parking  areas  and  main  roads,  require  replacement  with  new  covers  and  frames,  the
Contractor  shall furnish new  heavy  duty  ductile  iron  covers  and  frames.  Engineer  and  the
respective utility owner will determine, on site, the requirement to replace the existing covers
and frames with new ones.  Heavy duty ductile iron covers and frames shall comply with the
requirements of and be the type as described in Section 12.3.2 of Chapter 12, Storm water
Drainage,  or  as  shown  on  the  drawings  or  as  directed  by  the  Engineer.    Contractor  shall
clean,  load,  transport,  unload  and  place  all  removed  covers  and  frames  in  a  store  yard
designated by the Engineer.

3.8 Portland Cement Concrete Pavement

3.8.1 Description

This Work shall consist of furnishing concrete mix, transporting, and constructing jointed plain
concrete pavement on a prepared base course in accordance with the specifications, in conformity
with the lines, grades, thickness and typical cross-sections shown on the plans or established by the
Engineer and included in the bills of quantities.

This work also includes pavement rehabilitation consisting of full-depth, full-width removal and
reconstruction of rigid pavement.

3.8.2 Materials

Concrete pavement shall meet the material requirements as specified herein. Concrete pavement
shall meet the composition requirements shown in Table 3-49. All Portland cement concrete
pavements shall incorporate 1000 g/m

of approved polypropylene fiber in the concrete mix to avoid

the risk of shrinkage cracking.

Table 3-494: Rigid pavement composition

Water/cement

ratio (maximum)

Temperature

of concrete

Slump

Air content

(%)

Aggregate

size

(AASHTO M

43)

28-day compressive

strength

(minimum)

0.45

20 ±10 º C

40 ±20 mm

2 max.

No. 57 or 67

45 mPa

3.8.2.1 Aggregates

Aggregates shall meet the applicable requirements of Section 4.3.7 of Chapter 4, Concrete Works,
and the following:

a. Reactivity. Aggregate shall be free of substances that are deleteriously reactive with the

alkalies in the cement in an amount sufficient to cause excessive expansion of the concrete.
Acceptable aggregate shall be based on satisfactory evidence furnished by the Contractor
that the aggregate is free from such materials.  This evidence shall include service records
of  concrete  of  comparable  properties  under  similar  conditions  of  exposure  and/or  certified
records of tests by a testing laboratory that meets the requirements of ASTM C1077.  Tests
shall  be  made  in  accordance  with  ASTM  C295  and    ASTM  C1260  as  required  to  insure
reactivity is not present.

b. Fine Aggregate. Fine aggregate shall conform to the requirements of ASTM C33 and with

additional requirements as modified acceptance criteria specified in project specification.
Gradation shall meet the requirements of Table 3-50 when tested in accordance with ASTM
C136. Dust and other coating shall be removed from the aggregates by washing or suitable
means.

Table 3-50: Gradation for fine aggregate

Sieve designation (square openings)

Percentage by weight passing sieves

9.5 mm

4.75 mm

2.36 mm

1.18 mm

600 µm

300 µm

150 µm)

100

95-100

80-100

50-85

25-60

10-30

2-10

c. Coarse aggregate:. Coarse aggregate shall conform to the requirements of ASTM C33.

Gradation, within the separated size groups, shall meet the requirements of Table 3-51. when
tested in accordance with ASTM C136. When the nominal maximum size of the aggregate
is greater than 25 mm, the aggregates shall be furnished in two size groups.

Aggregates delivered to the mixer shall consist of crushed stone, crushed or uncrushed
gravel, air-cooled blast furnace slag. Aggregate shall be composed of clean, hard,

uncoated particles and shall meet the requirements for deleterious substances contained
in ASTM C33, Class 4S and the additional requirements as modified acceptance criteria
specified  in  project  specification.    Dust  and  other  coating  shall  be  removed  from  the
aggregates by washing.  Aggregate in any size group shall not contain more than 15 % by
weight of flat or elongated pieces when tested in accordance with ASTM D4791.  A flat or
elongated  particle  is  one  having  a  ratio  between  the  maximum  and  the  minimum
dimensions of a circumscribing rectangular prism exceeding 3 to 1.

ii.

Percentage of wear shall be no more than 40 percent when tested in accordance with
ASTM C131 or ASTM C535.

Table 3-51: Gradation for coarse aggregate per ASTM C33

Sieve Designations

(square openings)

From 50.8 mm to 4.75 mm

% by weight passing sieves

50.8 mm-25.4 mm

25.4 mm-4.75 mm

50.8

38.1

25.0

19.0

12.5

9.5

4.75

2.36

---

90-100

35-70

0-15

---

0-5

---

100

95-100

---

25-60

---

0-10

0-5

d. Alternative gradation: Contractor may use the combined aggregate gradation specified in BS

EN 12620. Contractor shall submit to the Engineer for approval the combined aggregate
gradation, however , in no case shall materials passing 0.075 mm sieve exceed 3 % by weight
of the combined aggregate. Changes from gradation to another shall not be made during
progress of the work unless approved by the Engineer.

3.8.2.2 Cement and Cement Replacements

Cement and cement replacements shall comply the requirements of Section 4.3, of Chapter 4,
Concrete Works, and with the following:

a. Ordinary portland cement (OPC)

1. Conform to ASTM C150 Type I. Do not use cement meeting the requirements of rapid

hardening portland cement. Use OPC with the heat of hydration not exceeding 325 kJ per
kg when tested in accordance with ASTM C186. Do not use OPC with the tricalcium-
aluminate (C3A) content less than 4 % by weight as tested in accordance with ASTM
C114.

If necessary because of potential silica reactivity concerns, use “low alkali” OPC as defined
in ASTM C150

3. Supply the manufacturer's test certification with each delivery of cement that confirms the

material complies with the above requirements and submit not later than the day of
delivery. Engineer may call for tests on each delivery of cement if necessary to establish
or confirm that the cement meets the above requirements.

b. Fly ash or pulverized-fuel ash (PFA):

1. Conform to ASTM C618, Class F requirements including the optional requirements for

effectiveness of controlling alkali-silica reaction and sulfate expansion in high sulfate
environments.

2. Supply the manufacturer's test certification with each delivery of PFA that confirms the

material complies with the above requirements and submit not later than the day of
delivery. Engineer may call for tests on each delivery of PFA if necessary to establish or
confirm that the cement meets the above requirements.

c. Silica Fume (SF):

1. Conform to ASTM C1240 including the optional requirements for very high sulfate

resistance and, if necessary, the optional requirements for reactivity with cement alkalis
because of reactive aggregate concerns identified in the petrographic report.

2. Engineer shall have the right to call for tests on each delivery of SF if necessary to

establish or confirm that the SF meets the above requirements. Engineer may call for tests
on each delivery of SF if necessary to establish or confirm that the cement meets the
above requirements.

3.8.2.3 Premolded Joint Filler

Premolded joint filler for expansion joints shall conform to the requirements of ASTM D1751 shall be
punched to admit the dowels where called for on the plans.  Filler for each joint shall be furnished in
a single piece for the full depth and width required for the joint, unless otherwise specified  by the
Engineer.  When the use of more than one piece is required for a joint, the abutting ends shall be
fastened  securely  and  held  accurately  to  shape  by  stapling  or  other  positive  fastening  means
satisfactory to the Engineer.

3.8.2.4 Joint Sealer

Joint sealer for the joints in the concrete slab shall meet the requirements of Section 4.3.15 of
Chapter 4, Concrete Works, of these Standrad Specifcations and shall be of the type(s) specified in
the plans.

3.8.2.5 Steel Reinforcement

Reinforcing shall consist of plain or deformed steel bars meeting the requirements of Chapter 5 and
conforming to the requirements of ASTM A615 Grade 60. Use epoxy coating conforming to the
requirements of AASHTO M 254

3.8.2.6 Dowel and Tie Bars

Tie bars shall be deformed steel bars conforming to ASTM A615 Grade 60, unless noted otherwise.

Dowel bars shall be plain steel bars conforming to ASTM A615 or A616

and shall be free from burring

or other deformation restricting slippage in the concrete. Use epoxy-coated steel dowels conforming
to the requirements of AASHTO M 254.

Sleeves for dowel bars used in expansion joints shall be metal or other type of an approved design
to cover 50 mm to 75 mm of the dowel, with a closed end and with a suitable stop to hold the end of
the bar at least 25 mm from the closed end of the sleeve. Sleeves shall be of such design that they
will not collapse during construction.

Dowel and tie bars shall conform to AASHTO M 284M and M 31M or M 42M. Dowels shall be free
of loose, flaky rust and loose scale and shall be clean and straight.

3.8.2.7 Admixtures

Admixtures shall meet the requirements of Section 4.3.6 of Chapter 4, Concrete Works.  Engineer
shall approve the use of any material added to the concrete mix.  Contractor shall submit certificates
indicating that the material to be furnished meets all of the requirements indicated below.  In addition,
the Engineer may require the Contractor to submit complete test data from an approved laboratory
showing that the material to be furnished meets all of the requirements of the cited specifications.
Subsequent tests may be made of samples taken by the Engineer from the supply of material being

furnished or proposed for use on the work to determine whether the admixture is uniform in quality
with that approved. Contractor shall also comply with the following:

1. Do not use air-entraining admixtures.

2. Chemical admixtures. Water reducing, set retarding, and set accelerating admixtures shall

meet the requirements of ASTM C494, including the flexural strength test.

3.8.2.8 Epoxy Resin

Epoxy-resin used to anchor dowels and tie bars in slabs shall conform to the requirements of ASTM
C881, Type I, Grade 3, and Class C. Class A or B shall be used when the surface temperature of
the hardened concrete is below 16º C.

3.8.2.9 Material Acceptance

All materials shall meet the applicable sampling and testing requirements per Section 4.3, of Chapter
4, Concrete Works, of these Standard Specifications.

3.8.2.10

Mix Design

All concrete mix design, testing and acceptance shall meet the applicable requirements of Section
4.3.10 of Chapter 4, Concrete Works, of these Standrad Specifications.

3.8.3 Construction Requirements

In addition to the requirements listed below, Contractor shall conform to the latest edition of FHWA
Standard specifications for construction of roads and bridges.

3.8.3.1 Forms

Furnish straight, steel forms. For edge radii less than 60 m, furnish flexible or curved forms. Conform
to all the following:

1. Depth equal to edge of pavement thickness

2. 3-meter minimum length

3. Stabilizing devices to withstand paving operations

4. Joint locks to join form lengths tightly together

5. Clean and oil before each use

3.8.3.2 Paving Equipment

Contractor shall furnish the paving and finishing equipment applicable to the type of construction as
follows:

a. Slip form construction. Furnish slip form machines capable of spreading, consolidating,

screeding, and float-finishing the freshly-placed concrete in one complete pass of the
machine to provide a dense and homogeneous pavement with minimal hand finishing. Equip
the paving machine with the following:

1. Electronic controls to control line and grade from either or both sides of the machine

2. Vibrators to vibrate the concrete for the full width and depth of the strip of pavement being
placed

3. A positive interlock system to stop all vibration and tamping elements when the forward
motion of the machine is interrupted.

Operate the paving machine with a continuous forward movement and coordinate mixing,
delivering, and spreading concrete to provide uniform progress without stopping and starting

the paving machine. Apply no tractive force to the machine except that which is controlled
from the machine.

b. Side form construction. Furnish mechanical, self-propelled spreading and finishing machines

capable of compacting and finishing the concrete with minimal hand finishing. Equip the
machine with one 450 mm minimum width screed with compensating springs to minimize the
effect of the screed's momentum on the side forms, or 2 independently-operated screeds.

Coordinate the number of driving wheels, power of the motor, and the machine's mass to
prevent slippage. Any machine that displaces the side forms will not be permitted.

c. Vibrators. Furnish internal immersed tube or multiple spud type vibrators for all paving more

than  200  mm  thick.    Surface  pan  type  vibrators  are  acceptable  for  full-width  concrete
consolidation  of  slabs  200  mm  or  less  in  thickness.    Attach  vibrators  to  the  spreader  or
finishing machine or mount on a separate carriage.  For construction of irregular areas, use
hand-held vibrators.

d. Joint sealing: Furnish sealing equipment according to the sealant manufacturer's

recommendations.

e. Joints and concrete removal: Furnish an adequate supply of concrete saws with sufficient

power to saw full depth and complete the work with water-cooled, diamond-edged blades or
abrasive wheels. Equip saws with blade guards and guides or devices to control alignment
and depth. Furnish and maintain standby equipment and an adequate supply of replacement
blades or wheels.

f. Concrete removal: Furnish concrete saws, drop hammers, hydro hammers, and jack hammers

to break concrete. Concrete saws shall conform to 5 above. Ball drop breakers are not
permitted. Furnish equipment that will not damage the subgrade, subbase, base, or existing
concrete slabs designated to remain. If new or existing slabs not scheduled for replacement
are chipped, spalled, or damaged during the removal operations, replace the damaged slabs.

3.8.3.3 Preparing Surface for Concrete Pavement

Place base course on top of prepare subgrade meeting the requirements of Section 2.6, of Chapter 2,
Earthworks, for subgrade preparation. Type and thickness of base course should match the typical
cross-sections on the plans. Uniformly dampen the base course before placing the concrete. If traffic
is allowed to use the prepared roadbed, check and correct the surface immediately before the concrete
is placed.

3.8.3.4 Placing Concrete

For storing, handling, batching, and mixing material and delivering concrete, conform to the
requirements of Section 4.3.11 of Chapter 4, Concrete Works, of these Standard Specifications.

Where a paving machine is impractical, place concrete according to Article 3.8.3.5

When concrete is placed adjoining a previously-constructed lane of pavement, do not allow mechanical
equipment to be operated on the existing lane until the lane has attained a minimum flexural strength
of 3.8 mPa according to AASHTO T 97 or compressive strength of 24 mPa according to AASHTO T
22. Protect the previously constructed lane from damage by the paving equipment.

Install reinforcing steel according to the requirements of Section 5.5, of Chapter 5, Reinforcing Steel.
Firmly position the reinforcement on acceptable supports before placing the concrete, or after
spreading, mechanically place or vibrate the reinforcement to the required depth in the plastic concrete.

3.8.3.5 Construction of Irregular Areas

In irregular areas or areas inaccessible to paving equipment, construct the pavement using side forms.
Strike-off, consolidate, float, and surface finish the concrete as follows:

1. Thoroughly and uniformly vibrate and compact the concrete during placement without

segregating the material

2. Using templates or screeds, strike-off the concrete to shape it to the required cross-section

between the forms. Carry a slight excess of concrete in front of the leading edge of the template
or screed

3. Float the surface to the required grade and cross-section

4. Finish the surface according to Article 3.8.3.7

3.8.3.6 Joints

Do not vary longitudinal joints more than 13 mm and transverse joints more than 6 mm from the true
alignment. When kerbs or medians are constructed integral with the pavement, construct transverse
joints continuous through the kerb or median. Protect all joints from the intrusion of deleterious matter
until sealed.

Form isolated joints at structures by placing 25 mm expansion joint filler around each structure that
extends into or through the pavement before concrete is placed.

Remove and replace all newly-placed concrete pavements where uncontrolled cracking occurs.

a. Longitudinal Joints

Construct longitudinal joints by forming or sawing. Construct sawed longitudinal joints (with tie bars)
when the concrete pavement placement width exceeds 4.5 m. Construct the longitudinal joint
continuous with no gaps in either the transverse or longitudinal joints at intersections.

Place tie bars, as shown in the typical sections, perpendicular to the longitudinal joints with mechanical
equipment or rigidly secured chairs without damaging or disrupting the concrete. Do not paint or coat
tie bars with any material or enclose them in tubes or sleeves.

Where adjacent lanes of pavement are constructed separately, use slip form paving machines or steel
side forms to form a keyway along the construction joint. Tie bars may be bent at right angles against
the form of the first lane constructed and straightened into final position before placing concrete in the
adjacent lane. Repair or replace broken or badly-damaged tie bars.

Threaded hook bolts may be used instead of tie bars. Fasten hook bolts to the form of the longitudinal
construction joint. With slip form paving, tie bars may be hydraulically inserted through metal keyways.

1. Formed joints. Form joints with an approved nonmetallic or removable device while the

concrete is plastic. When adjacent lanes are constructed separately, form the sealant
reservoir in the lane placed last

2. Sawed joints. After placing concrete, saw joints as soon as equipment can be supported and

before uncontrolled cracking occurs and it shall be performed within the sawing window.  Do
not ravel the joints while sawing.  Saw longitudinal joints immediately after sawing transverse
joints.  Protect the sawed concrete faces from drying during the curing period.  If necessary,
continue  sawing  day  and  night, regardless  of  weather conditions.   Clean  the  saw  cut  and
adjacent concrete surface of slurry residue after sawing each joint.

i. Do not saw a joint if a crack occurs at or near the joint location before sawing.

Discontinue sawing when a crack develops ahead of the saw

ii. If a crack develops in reinforced concrete pavement, remove and replace at least a 3 m

long, full-width slab properly attached to adjacent slabs

iii. If a full depth crack develops in plain concrete pavement, remove and replace a full slab

properly attached to adjacent slabs.

b. Transverse Expansion Joints

Form transverse expansion joints where shown on the Contract plans or as directed by the Engineer.
Place dowel bars through transverse joints. Hold dowels parallel to the surface and center line of the
slab by a metal device that remains in the pavement.

Dowel placement implanters may be used while the concrete is plastic provided they conform to the
dowel tolerance specified. Remove all concrete that leaks into the joint expansion space.

Install the preformed joint filler full-depth, perpendicular to the subgrade, and continuous across the
full-pavement width. Do not use damaged or repaired joint filler. If joint filler is assembled in sections,
construct without an offset between adjacent sections.

c. Transverse Contraction Joints

Place dowel bars per the details shown on the Contract plans.  Dowel bar sleeves and finishing caps
are not required.  Saw joints according to Article 7.6.4.2 of Chapter 7, Incidental Construction, of these
Standard Specifications.  For adjacent lanes placed separately, construct joints continuously across
full width of pavement.

Concrete edges adjacent to the joint may be rounded or beveled to a radius or length as approved.
Re-saw or grind any joint having an insufficient opening. Where a joint is larger than required, furnish
a larger size joint seal as approved.

d. Transverse Construction Joints

Unless an expansion joint occurs at the same location, construct a transverse construction joint at the
end of each day's work or where concrete placement is interrupted for more than 30 minutes. Do not
construct a transverse joint within 3 m of any parallel joint.

If sufficient concrete has not been mixed to form a slab at least 3 m long when an interruption occurs,
remove and dispose of the excess concrete back to the last preceding joint.

Use a metal or wooden bulkhead to form the joint, shaped to the pavement cross-section, and
designed to permit the installation of dowel bars.

Install dowel bars in all transverse construction joints whose location does not coincide with the location
of a transverse expansion or contraction joint.

3.8.3.7 Finishing

Protect the surface from rain damage.

After floating, check the surface of the fresh concrete with a 3 m straightedge. Remove high areas
indicated by the straightedge. Lap each successive check with the straightedge 1.5 m over the
previous check path.

Correct pavement edge slump in excess of 6 mm in 3 m before the concrete has hardened. If edge
slump exceeds 25 mm on any 0.3 m or greater length of hardened concrete, remove and replace the
entire panel between the transverse and longitudinal joints.

Before the concrete has initially set, work the pavement edges on each side of transverse expansion
joints, formed joints, transverse construction joints, and emergency construction joints to produce a 6
mm continuous radius and a smooth, dense mortar finish. Do not use mortar buildup to round edges.

In case fine cracks or hair checks appear in newly placed concrete before it is thoroughly set, apply
water to the concrete surfacing, in the form of a fine fog mist until the finishing operations are
completed and the curing is applied.

Apply  the  fog  mist  to  the  area  between  the  finishing  machine  and  the  tining  machine.  If  the
combination of fogging and curing compound application are not, or will not be effective in preventing
plastic  shrinkage  cracking,  stop  paving  operations  until  environmental  conditions  improve
substantially or until other preventative measures are approved in writing.  Contractor shall use one

of the following finishing methods, as shown on the Contract plans, included in the particular
specifications or as directed by the Engineer:

1. Tining method: In advance of curing operations first texture the concrete pavement with a

drag strip of burlap and then with a mechanical spring steel tine device which will form
grooves parallel to the centerline. Do not perform tining too early, whereby the grooves may
close up. Make tines of rectangular cross section and of sufficient thickness and resilience to
result in grooves spaced 19 mm on center, 2 mm to 3 mm wide and 3 mm to 5 mm deep in
the finished concrete pavement.

Operate the tine machine at a speed which keeps up with paving operations. Leave a 25
mm gap between each tine strip to prevent overlapping the tined surface and producing a
weak surface area.

Tine the pavement within 75 mm but no closer than 50 mm of pavement edges.

Do not tine the surface adjacent to longitudinal weakened plane joints. Untined area is to
extend to no less than 19 mm nor more than 50 mm from the centerline of the longitudinal
weakened plane joint.

Omit tining at this location for a total width no less than 38 mm and no more than 100 mm
uniformly throughout the Contract.

Maintain the tining device clean and free of encrusted mortar and debris to ensure uniform
groove dimensions.

Do not tine pavement which has set, whereas the operation is lifting aggregate out of, tearing,
or causing excessive roughness to the pavement surface. In such a case, groove the
hardened pavement, as directed, at own expense.

2. Oscillating screed method: Provide free floating oscillating screed device attached to the

slipform paver, behind the conforming pan, which is capable of performing final finishing on
the concrete surface.

Machine shall have a lightweight aluminum float 300 mm wide and a minimum of 3.6 m long,
which oscillates fore and aft in the direction of traffic. Provide float able to traverse the entire
concrete slab from edge to edge.

Connect the float in such a way that it is driven (oscillated), yet it is free floating on the surface
of the concrete.

Adjust and set the movements of the float according to concrete surface conditions and
forward speed of the paver.

3. Hand Float Method. Finish the surface of the concrete smooth and true to grade with 2

wooden floats 4.8 m long, 25 mm thick and 100 mm wide, rigidly ribbed and with adjusting
screws between the rib and float bars at not more than 600 mm centers, to insure a true and
flat surface on the underside at all times. Operate each float from the side of the pavement
and with the float parallel with the centerline of the pavement. Use the edge of the float to cut
down all high areas, and float the material so removed into the depressions until a true
surface is obtained. Lap each successive passage of the float just over the previous path.
Upon completion of the passage, bring the float back and the overlap between the 2
passages smoothed.

Operate the floats as far back of the tamping machine as the concrete remains workable and
use a number of passes sufficient to remove all irregularities.

Make available at least one spare float in good condition at all times.

Final Finish: After the preliminary finishing has been completed, round the edges of an initial
pavement lane to a 13 mm radius. Round transverse contact joints, expansion joints, and joints
adjacent to an existing pavement to a 6 mm radius.

In advance of the curing operations, or as directed, texture the pavement with a drag strip of burlap
or other device which will produce scoring parallel to the centerline. Burlap drag shall consist of one
or more pieces of burlap fastened to a cross member riding on the subgrade or side forms by means
of wheels or skids to form a continuous strip of burlap the full width of the pavement. Keep drags
clean and free from encrusted mortar.

Discard drags that cannot be cleaned and substitute new drags. Grind or score completed concrete
pavement, which does not have a satisfactory skid resistant surface texture, by abrasive means to
provide a satisfactory surface texture.

3.8.3.8 Curing

Immediately after finishing and when marring will not occur, cure the concrete for a minimum of 72
hours. Do not leave the concrete exposed for more than one half hour during the curing period. Cure
using one of the following methods:

a. Water Method

Entirely cover the surface of the pavement and the edges of the slab with water saturated mats.  Extend
mats at least twice the thickness of the pavement beyond the edges of the slab.  Place the mats in
complete contact with the surface.  Use masses or other approved methods to maintain contact.

b. Liquid Membrane Curing Compound Method

Protect sawed joints from intrusion of foreign material into the joint before sealing. Repair damaged
areas immediately with additional compound.

c. Waterproof Cover Method

Thoroughly wet the surface using a fog mist applicator.  Cover the entire surface with a waterproof
cover.  Lap the cover at least 0.5 m.  Extend the cover beyond the edges of the slab at least twice the
thickness of the pavement.  Place the cover in complete contact with the surface.

Contractor should use curing procedure that will not cause shrinkage. If excessive shrinkage cracking
occurs, the Engineer will stop the work until the Contractor submits a revised plan for approval by the
Engineer that can address shrinkage cracking

Remove forms when the concrete has hardened sufficiently to resist damage but no earlier than 12
hours after placing concrete. Protect the sides of the exposed slabs immediately with a curing method
equal to that provided for the surface. Prevent erosion of the base course beneath the exposed
pavement edges until shoulders are constructed.

3.8.3.9 Sealing Joints

Saw cut and seal joints before the pavement is opened to construction or public traffic. Do not saw
sealant reservoirs within 72 hours after placing concrete.

Clean each joint of all foreign material, including membrane curing compound and concrete slurry,
immediately after sawing the joint. Blow dry joints with compressed air. Do not apply sealing material
unless the joint faces are clean and surface dry.

Use preformed joint seals, silicone sealant, or hot-poured sealant for expansion joints. Use silicone or
hot-poured sealants for longitudinal and transverse Contraction joints.

a. Silicone or Hot-Poured Sealants

Install backer rod with a steel wheel to the depth required. Do not stretch or twist the backer rod during
installation. Limit the length of backer rod installed to that which can be sealed during the same
workday.

Place poured joint sealing material. Immediately remove any excess or spilled material, and clean the
pavement surface. Do not use sand or similar material to cover the seal.

b. Preformed Joint Seals

Furnish the seal in one piece in the size specified for the joint opening.  Install seals with a lubricant
adhesive covering both sides of the concrete joint.  Compress the seal to between 20 and 50 % of its
nominal width.  Install the top of the seal about 6 mm below the pavement surface.

Remove and replace seals that are damaged, twisted, improperly positioned, or stretched more than
3 %.

3.8.3.10

Pavement Smoothness/Roughness

Measure the smoothness/roughness of the final pavement surface after the concrete has sufficiently
hardened and according to the designated type shown in the plans or approved by the Engineer.

a. Driveways and Alleys smoothness

Depend solely on surface tolerance levels.

b. Concrete Pavement roughness (International Roughness Index (IRI))

Engineer will direct and observe operation. Measure in the middle portion of each lane.

Areas of localized roughness will be identified using a 7.62 m moving average filter. The difference
between the 7.62 m moving average and the reported relative elevation for every profile point will be
determined. Deviations greater than 3.81 mm are areas of localized roughness.

An IRI value will be determined for each 0.1-lane kilometer of traveled way.

Defective areas are 0.1-lane kilometer segments with IRI values greater than 1.5 m/km or areas of
localized roughness.

c. Straightedge Pavement Smoothness/Roughness

Use a 4 m metal straightedge to measure at right angles and parallel to the centerline. Defective areas
are surface deviations in excess of 6 mm in 3 m between any two contacts of the straightedge with the
surface.

d. Defective area correction

Correct defective areas from above. Obtain approval for the proposed method of correction. Re-
measure corrected areas according to the specified type of pavement smoothness/roughness.
Smoothness/roughness value obtained will replace the original.

3.8.3.11

Full-Depth, Full-Width Patching

Construct the pavement patch to provide a similar appearance to the existing pavement. Prepare test
panels using the same materials proposed for the work.

Begin pavement work after the test panels have been inspected and approved for appearance and the
concrete mix design 28-day compressive strength is verified.

a. Concrete removal:

1. For mesh-reinforced, plain dowel, or plain jointed concrete pavement, saw cut slabs full

depth leaving vertical edges at the limits of the patch.

2. For continuously reinforced concrete pavement, saw cut the exterior transverse patch limits

to a depth of 45 ±5 mm. Do not allow the saw cut to penetrate the steel reinforcement. Saw
cut longitudinal limits full depth. Break up the concrete with a chipping hammer down to the
steel.

If replacement steel is welded, cut the existing reinforcing steel and leave 200 mm of steel
exposed. If replacement steel is tied, cut the existing steel to leave the lap length plus 50
mm. Lap lengths are shown in the following table.

Table 3-52: Reinforcing steel splices

Bar size

Length of overlap (mm)

10 M

375

15 M

450

20 M

550

Remove the concrete by either or both of the following methods:

i. Break-up and clean-out method: Break up the concrete from the center of the patch

area toward the end saw cuts. Remove the concrete pieces with equipment that will
not damage the underlying surface or adjacent slab. .

ii. Lift-out method. Lift the slab in one or more pieces without disturbing the underlying

surface. Clean out the area with hand tools.

Dispose of the concrete in a designated area outside the right-of-way. When directed,

excavate the underlying material to a maximum depth of 300 mm, and replace with
aggregate base as shown in the typical sections. Prevent adjacent concrete slabs from
being undermined.

Repair all saw overcuts at the corner of repair areas and nicks to adjacent pavement

outside the perimeter of the repair area with non-corrosive, non-shrink grout.

b. Replacing reinforcing steel. For concrete pavement patches, provide a 75 mm clearance

between the ends of new reinforcing steel and the existing slab face. Match the number, type,
and spacing of the new reinforcement to the existing pavement. Support reinforcing steel with
bar chairs or other approved methods while placing concrete.

c. Joints. Construct joints according to Article 3.8.3.6. Field adjust locations and lengths of joints

as directed at intersections, median openings, and other areas of odd-shaped slabs such that
no joint is less than 460 millimeters long and no slab has an angle less than 60 degrees.
Construct joints perpendicular to the edge of pavement.

Place dowels or tie bars into the existing slab.  Drill the dowel or tie bar holes into the face at
the  required  diameter  with  the  drill  rigidly  supported.    Completely  fill  the  holes  around  the
dowels and tie bars with an epoxy or nonshrink grout for a permanent fastening to the existing
concrete.  Furnish a plug or donut to prevent epoxy or grout loss.

Edge all transverse and longitudinal joints against forms or existing pavement. Transverse
joints in a continuous lane pour or longitudinal joints in a continuous dual lane pour do not
require edging.

Clean the exposed faces of joints and seal joints according to Article 7.6.4.2 of Chapter 7,
Incidental Construction, of these Standard Specifications.

d. Concrete placement. Construct side forms to overlap the ends of the existing slab. Securely

fasten side forms so they do not move when concrete is placed. To accommodate forms for
the patch, excavate the adjacent shoulders a maximum width of 300 mm.

Cast each patch in one continuous full-depth operation. After removal of the forms, backfill,

compact, and return the excavated shoulder area to its previous condition.

e. Finishing. Finish patches according to Article 3.8.3.8 to match the plane and texture of the

contiguous pavement.

3.8.3.12

Opening to Traffic

Do not allow traffic on new concrete pavement earlier than 14 days after concrete placement unless
concrete tests indicate one of the following conditions is obtained:

Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 1 - ROADS, Second Edition 2020) - page 40