Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 2 - ROAD STRUCTURES, 2020)

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Properties shall not degrade by more than 10% after exposure according to ASTM B117-11 (salt
spray) and ASTM G154 - 12a (UV resistance).

The proposed system shall have a valid British Board of Agreement (BBA) Certificate (or equally
recognized certification).

The waterproofing material shall not be sensitive to and/or affected by atmospheric moisture during
application. Over coating and lapping at joints shall not be dependent on critical over coating
windows. Over coating shall be possible without needing any special surface preparation.

Penetration of the waterproofing membrane for dewatering, temporary construction or any
permanent construction (unless specifically indicated on the Contract plans, i.e., pipes at manholes)
shall not be permitted by the Engineer.

a. Thickness Application

1. For horizontal surfaces: total thickness of

≥ 3.0 mm (DFT) shall be applied in two or more

coats as approved by the Engineer.

2. For vertical surfaces: total thickness of

≥ 2.0 mm (DFT) shall be applied in two or more

coats as approved by the Engineer

Multiple coats shall be colour-coded to ensure proper coverage. First coat should be checked and
repaired before application of subsequent coat(s).

b. Expansion, Construction and Contraction Joints

At expansion, construction, and contraction joints, a minimum of 175 mm wide polyester
reinforcement scrim shall be provided directly over the joint and embedded into first coat of
waterproofing membrane.

c. Protection Boards

Protection for the waterproofing membrane shall be 4 mm thick non-absorbent board in compliance
with performance properties stipulated by AASHTO M 33-99 (2012). The board shall be used at all
locations, and as directed by the Engineer and as recommended and endorsed by the waterproofing
material supplier and applicator. For horizontal application, one layer of 4mm protection shall be
used. For vertical application, two (2) layers of 4mm protection board shall be used.

d. Screed Protection

The Contractor shall furnish and install 75 mm thick screed concrete in accordance with Section
21.7.8 of Chapter 21, Concrete Structures, for additional protection of waterproofing on all buried
roof concrete slabs and other horizontal surfaces as specified in the Contract plans and as directed
by the Engineer.

28.3.4.1

Submittals for Type B Liquid Sprayed Applied Membranes

In addition to the requirements of Section 28.3.1, the Contractor shall submit a material submittal as
per Section 1.15, Submittal Procedures, outlined in Chapter 1, General Requirements, of these
standard specifications including the following for all materials for the Engineer

’s approval:

1. Material samples and technical brochures.

2. Recent test data of physical and mechanical properties from certified laboratories.

3. Qualifications of proposed sub-contractors, for application of materials. The subcontractor

should be endorsed by the waterproofing manufacturer.

4. Method statement for application of materials which shall be endorsed by the applicator and

supplier and include the following as a minimum.

a) QC testing of thickness, adhesion and holidays during application.

b) Details of sequencing and temporary and permanent protection.

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c) Provisions for repair of any incidental damage.

d) Provisions for substrate preparation and sealing of any pre-existing cracks. Primer

should be as recommended by the waterproofing manufacturer.

5. A mock-up sample of size 2 m x 2 m to the specified and approved details.

6. Shop drawings with detailing at joints, corners, edges, etc.

The Engineer may perform in-house testing of the materials to determine suitability. Final approval
of materials will be given after analysis of such test results. The decision of the Engineer shall be
final. Provisions for in-house and/or independent testing of the materials prior and during application
shall be included by the Contractor/manufacturer/supplier.

28.3.4.2

Application of Type B Liquid Sprayed Applied Membranes

1. Surface preparation, including use of primers, mixing, application and protection of all

materials shall strictly conform to manufacturer’s printed instructions, as specified in these
specifications and as instructed by the Engineer.

2. Protection board shall be installed using adhesives or similar methods so as not to damage

the waterproofing membrane.

3. The material shall be applied by a licensed subcontractor specialized in waterproofing

material application.

28.3.4.3

Field Quality Control for Type B Liquid Sprayed Applied
Membranes

a. Inspection

Prior to priming of the surface, the Engineer, Applicator and Manufacturer

’s representative shall

inspect and approve the prepared substrate.

Random tests for adequate tensile bond strength shall be conducted on the substrate by the
Applicator at the job site using an Elcometer Adhesion Tester in accordance with the requirements
of ASTM D4541 - 09e1. The minimum test frequency shall be three per 500 m

Adequate surface preparation shall be indicated by tensile bond strengths of primer to the substrate
greater than or equal to 2.0 MPa or 90% failure in the concrete.

If the tensile bond strength is lower than the minimum specified, the Engineer shall request additional
substrate preparation. Any primer not adequately applied shall be removed and a new application
effected at the Contractor’s expense as directed by Engineer.

Cracks and joints shall be treated in accordance with the Manufacturer

’s recommendations as

approved or directed by the Engineer.

b. Field Quality Control

The following tests shall be conducted by the Applicator or Manufacturer

’s representative and

recorded on a form to be submitted to the Engineer. The testing equipment shall be furnished by the
Contractor.

•

Temperature: Air, substrate temperatures and dew point.

•

Adhesion Tests: Adhesion tests of the cured membrane to the substrate shall be checked

as per Item 1 above.

•

Membrane Thickness: Wet film thickness shall be checked every 9 m

using a gauge pin or

standard comb type thickness gauge during application where membrane gel time permits.
Ultrasonic testing, calibrated point-penetrating (destructive) testing, or other methods
approved by the Engineer, shall be employed for determination of dry film thickness in the
event that rapid set time of the membrane does not allow for the use of wet film thickness

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testing methods. Repair of the membrane system following destructive testing shall be in
accordance with the manufacturer’s recommendations.

•

Coverage Rates: Rates for all layers shall be monitored by checking quantity of material

used against the area covered.

•

Holidays (pinholes): All horizontal and vertical surfaces shall be scanned by the applicator for

holidays (pinholes) by using the proper equipment followed by local touch up spraying at
these pinhole locations. No pinholes will be accepted in the completed waterproofing system.
Detailed

shop drawings shall be submitted for the Engineer’s approval.

28.4

Type C Waterproofing Membranes

Type C waterproofing membranes shall be furnished and supplied  by the Contractor as specified
herein  to  all  concrete  and  block masonry  surfaces  where Type  A  waterproofing  is  impractical,  as
indicated in the Contract plans, the particular specifications, or directed by the Engineer.

28.4.1

Type C Waterproofing Materials

Type C waterproofing shall be cold applied, single component, water based, emulsified rubber
modified bitumen coating that can be applied on damp substrates of closed or confined areas. The
membrane shall have a minimum overall thickness of 2.0 mm.

The properties of the waterproofing membrane shall not significantly diminish with age. The provision
of test data and/or evidence of successful performance of the membrane in climatic conditions similar
to the UAE shall be a condition of acceptance. Type C membranes shall meet the following physical
properties as shown in Table 28-7.

Table 28-7: Physical properties of Type C membranes

Property

Test Method

Requirement

Rubber Content

> 10 %

Tensile Strength

ASTM D638-10

5 N/mm

minimum

Elongation

ASTM D412 - 06a(2013)

30% minimum

Adhesion Strength

ASTM D4541 - 09e1, and
BS 1881-207:1992

> 0.75 MPa

Flammability

Non flammable

Drying Time

< 90 minutes

Curing Efficiency (water loss)

ASTM C309 - 11

< 0.50 kg/m

28.4.2

Application of Type C Waterproofing

a. The application temperature shall be between 4

C to 45

b. Surfaces shall be cleaned thoroughly of all contaminants like dust, traces of curing

compound, oil and grease by light mechanical grinding, grit blasting, or high pressure water
jet as needed and as directed by the Engineer. All surface imperfections or protrusions shall
be removed and repaired. Structurally unsound concrete and friable concrete shall be
removed and repaired with a suitable concrete repair mortar as approved by the Engineer.

c. Priming coating shall be applied in two coats on the surface prior to the application of the

bitumen coating. The second coat shall be applied only after the first coat dries of completely.
In case of delay in application of the second coat for more than 24 hours, a fresh coat of
primer shall be reapplied.

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d. Depending on the dry film thickness required, the rubberized bitumen coating shall be applied

at a rate recommended by the manufacturer and approved by the Engineer.

e. On vertical surfaces, the coating shall be applied in multiple layers. Subsequent coats shall

be applied only after the previous coat dries off completely and shall be applied at right angles
for the previous coat. Clean dry sand shall be broadcasted onto the wet coating.

f. The coating shall be cured for a minimum period of 48 hours before applying any protection

board or backfilling.

g. The Contractor shall ensure that the first coat is not punctured during the application of the

second coat. If the coating is damaged, the damaged area shall be over coated provided the
surface preparation is done properly.

h. Type C membrane shall be protected by protection boards as per Section 28.2.3. On vertical

surfaces, protection boards shall be fixed on the membrane by a double sided bitumen
adhesive tape as per the manufacturer recommendations.

28.4.3

Storage of Type C Membranes

Products shall be stored in a covered area, away from direct sunlight, UV and other source of heat.
The Contractor shall demonstrate to the Engineer that the shelf life of the stored products has not
exceeded the manufacturer recommended shelf life.

28.5

Type D Waterproofing Membranes

When required by the Contract plans or particular specifications, the waterproofing of roadway
surfaces of concrete bridge decks, tunnels, approach slabs and other areas shall be as described
below. This section applies to proprietary liquid spray applied waterproofing systems.

28.5.1

Type D Liquid Spray Applied Waterproofing Systems

28.5.1.1

Materials and Submittals for Liquid Spray Applied Systems

All materials shall comply with the requirements of

Waterproofing and Surfacing of Concrete Bridge

Decks

(BD 47/99), and its Appendix B,

Certification Test Requirements for Waterproofing Systems

on Concrete Bridge Decks,

and the requirements of this section.

The waterproofing system shall provide long term protection to the concrete from the ingress of
water-borne chlorides or other deleterious substances.

Waterproofing for bridge decks shall be rapid curing and liquid spray applied conforming to the
requirements of Section 28.3.4 and this section. A total

thickness of ≥ 4.0 mm (DFT) including peaks

and arises shall be applied in two coats in accordance with the manufacturer’s recommendations
and as approved by the Engineer.  Sufficient time shall be allowed for the first  coat to adequately
cure  prior  to  the  application  of  the  second  coat.  The  waterproofing  shall  incorporate  an  anti-slip
aggregate  under  traffic areas

, as per the manufacturer’s recommendations, in the final coat. The

finished membrane shall be free of pinholes.

Good adhesion shall be provided between the membrane and the concrete and between the
membrane and the asphalt by the use of compatible, purpose made primer and tack coats. Adhesion
between the membrane and the concrete shall be at least 2.0 MPa average. The membrane shall
have good flexibility and be able to bridge live cracks of up to 3mm.

The waterproofing membrane, primer and bonding agents including tack coat shall be compatible
with each other.

The use of ventilating layers, partial bonding or bond breakers with the waterproofing system shall
not be permitted.

The membrane shall be resistant to water and chloride ion penetration, embrittlement, abrasion, UV
degradations, pedestrian traffic, indentation by hot or cold aggregates and the effect of placing
asphalt.

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The membrane shall easily accommodate the need for day joints and patch repairs as a result of
testing for adhesion or coating thickness, if required by the Engineer.

In addition to the requirements of Article 28.3.4.1, the following information shall be submitted for the
Engineer's approval:

1. Full details of previous bridge deck waterproofing contracts performed in climatic conditions

similar to the UAE including details of contract, contractor, Consultant/ Engineer,
Client/Employer, location, size (m²), temperature and brief description.

2. Curricula Vitae of technical representatives and skilled operatives.

3. Full technical literature with test results etc. relevant to UAE climatic conditions and proof

of compliance with this specification including the requirements of Table 28-6 and additional
physical property requirements shown in Table 28-8.

Table 28-8: Physical properties of bridge Deck liquid spray applied system

Property

Test Method

Requirement

Minimum Thickness (for each layer)

As approved by the
Engineer

2 mm

Shear adhesion to sand asphalt
and hot rolled asphalt

BD 47/99

0.15 Mpa minimum (at 40°C)

Tensile adhesion to sand asphalt
and hot rolled asphalt

BD 47/99

0.15 Mpa minimum

Indentation by hot or cold
aggregate during asphalt placing or
pedestrian traffic prior to any
protection

BD 47/99

Negligible

Resistance to high temperature
from concrete surface (80°C) or due
to asphalt placing (150°C)

BD 47/99

Yes

Holidays (pinholes)

Electronic detection

None

Blisters

None

Resistance to embrittlement

UK Department Transport
Tech. Memo BE27 90°C
Mandrel Test at 0°C

No cracking

Resistance to hot asphalt

BAM ZTV BEL-B @ 160°
or more

No change

Resistance to chisel impact

BD 47/99

No indentation

The above properties shall also apply for the small areas of patch repair that may be required. The
above properties shall not significantly diminish with age.

An additional protective layer shall be applied immediately above bridge deck waterproofing to those
areas shown on the Contract plans and shall comply with this section.

28.5.1.2

Materials for Additional Bituminous Protection

Bituminous protection, where shown on the Contract plans as an additional protective layer, shall be
15mm sand asphalt having a Marshall Stability of 5.5 kN ± 2 kN when tested in accordance with BS
598-107:2004 and comply with BS EN 12591:2009, BS EN 13924:2006, and BS EN 13108-4:2006
recipe Type F wearing course mixture Designation 0/3 except that 5% ± 0.5% of the total mix shall
be inorganic red oxide and regarded as part of the filler content.

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28.5.1.3

Surface Preparation for Liquid Spray Applied Systems

The Contractor shall prepare all concrete surfaces prior to the application of waterproofing system,
and ensure they are free of cracks, voids, and blowholes.

Immediately before the application of the primer or laying of the waterproofing system or protective
layer, the concrete surface or primed surface shall be clean, dry and free from moisture, laitance,
loose aggregate, sand, dust and other debris. The Contractor shall use mechanical surface
preparation such as vacuum blasting as directed by the Engineer to provide lattice free substrate.
Where the adhesion to the concrete would be impaired, the surface shall be free from curing liquids,
compounds and membranes.

28.5.1.4

Installation of Liquid Spray Applied Systems

Proprietary waterproofing systems shall be installed only by applicators approved by the
manufacturers and the Engineer and in accordance with the approved installation procedures.

The formation of defects affecting the integrity of the membrane including pin/blow holes and blisters
in the waterproofing shall:

1. be made good by repair in accordance with the manufacturer's procedure before any

subsequent layers are applied; or

2. require the system to be replaced where directed by the Engineer.

Proprietary waterproofing systems shall be laid to follow the contours of the concrete surface and
shall be incapable of flow and slump.

28.5.1.5

Installation of Additional Bituminous Protection

Additional bituminous protection complying with Article 28.5.1.2 shall be laid on the clean and dry
substrate and compacted to the areas and thickness shown on the Contract plans.

The additional protective layer or surfacing laid on the waterproofing system shall be firmly bonded
to the waterproofing system. Where a tack coat for the additional protective layer or surfacing is not
provided as part of the waterproofing system a satisfactory bond to the membrane shall be obtained
from:

1. A separate compatible tack coat or

2. The binder within the directly applied additional protective layer or surfacing.

Where the tack coat is of the type activated by the heat of the succeeding bituminous layer, the
rolling temperature of this layer shall be sufficient to ensure adhesion.

Tack coats between the waterproofing membrane and overlying asphalt shall have a minimum
softening point of 80

28.5.2

Water Seepage Relief Channels

Water seepage relieve channels shall be provided where specified on the Contract plans. In general
the seepage relief channels shall be located adjacent to the lower kerb line and at bridge deck
expansion joints or as directed by the Engineer. The waterproofing membrane shall be lapped onto
the interior of any seepage relief wells or drainage fittings to form a lap of 100mm. Outlets shall be
spaced in accordance with the manufacturer’s requirements.

28.5.3

Protection of Bridge Deck Waterproofing System during
Construction

On any structure, providing no damage results, only plant and equipment fitted with rubber tyres may
stand or travel on proprietary waterproofing systems with the prior approval of the Engineer solely
for the purposes of laying an additional protective layer or surfacing course on that structure.

Rollers shall not be permitted to stand or travel directly on the waterproofing system.

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Where it is necessary for plant, equipment or traffic to stand or travel on a bridge deck that has been
waterproofed with a proprietary system before the laying of an additional protective  layer, suitable
temporary  protection  shall  be  provided  to  the  satisfaction  of  the  Engineer.  All  such  plant  and
equipment shall have its tyre treads regularly inspected and any embedded stones removed.

Temporary protection shall be provided where damage to the waterproofing, protective layer or
additional protective layer could result from particular site traffic.

The protective layer of a two layer waterproofing system, or any protective layer additional to that
included as part of a waterproofing system, shall be laid immediately after the waterproofing layer's
bonding agent has set or cured.

Where a waterproofing membrane also serves as an adhesive for the protective layer, any additional
protective layer shall not be laid until the liquid waterproofing membrane/adhesive has set or cured.

28.5.4

Integrity Testing of Type D Waterproofing

The Contractor shall submit for the approval of the Engineer a regime of compatible tests to check
the integrity of the waterproofing system that he proposes to use in order to substantiate fitness of
purpose. The test methods shall be those which have been assessed by the British Board of
Agreement (BBA) for use with waterproofing system.

28.6

Integral Waterproofing

This section Includes furnishing of all labor, materials, services, and equipment necessary for the
supply and installation of integral waterproofing admixture to concrete structures as indicated on the
Contract plans and as specified herein. The integral waterproofing material shall be added to
concrete during the mixing cycle.

Integral waterproofing admixture shall be a specially formulated product, usually in the form of a dry
powder, liquid or other suitable form which can be added to the concrete mix at the batch plant or
the jobsite in order to make the hardened concrete practically impervious to moisture penetration.
Such admixtures may be water repellent, hydrophobic/hydrophilic, concrete densifiers, pore blockers
or crystalline types.

The integral waterproofing admixture must meet the classification of a Permeability Reducing
Admixture for Hydrostatic Conditions (PRAH) as indicated by ACI 212.3R-10, Report on Chemical
Admixtures for Concrete and meet the requirements of ASTM C494, Type S admixtures, as
applicable. The effect of the admixture must remain available within the hardened concrete and must
be able to pore blocking or self-sealing of minor cracking that may occur in the future. It shall protect
the concrete from deterioration due to harsh environmental conditions.

Dosage of the integral waterproofing admixture shall be as recommended by the manufacturer
technical literature. System Requirements for Integral Waterproofing

Testing Requirements:

Integral waterproofing system shall be tested in accordance with the

following standards and conditions, and the testing results shall meet or exceed the
requirements as specified herein.

Independent Laboratory:

Testing shall be performed by an independent laboratory meeting

the requirements of ASTM E329 - 13a and approved by the Owner. The testing laboratory
shall obtain all concrete samples and waterproofing product samples.

Crystalline or Pore blocking Formation:

Crystallizing or pore blocking capability of

waterproofing system shall be evidenced by independent SEM (Scanning Electron
Microscope) photographs showing crystalline or pore blocking formations within the concrete
matrix.

Permeability:

Independent testing shall be performed according to U.S. Army Corps of

Engineers CRD-C48-92

“

Standard Test Method for Water

Permeability of Concrete”.

passage of water shall be exhibited through treated samples when exposed to a vertical
water head equal to minimum 140 meters (1.38 MPa).

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Permeability:

The coefficient of permeability for admixture treated concrete shall be reduced

by a minimum of 90% compared to untreated concrete when tested using BS EN 12390-
8:2009 at 1.035 MPa of pressure for 96 hours (Taywood- Valenta Method, ACI 212.3R-10,

Report on Chemical Admixtures for Concrete

Chemical Resistance:

Independent testing shall be performed to determine “Sulfuric Acid

Resistance of Concrete Specimens”. Treated concrete samples (at the full range of dosage
rates required for the concrete mix design) shall be tested against untreated control samples.
All samples shall be immersed in sulfuric acid and weighed daily until a control sample
reaches a weight loss of 50% or over. On final weighing the percentage weight loss of the
treated samples shall test significantly lower than the control samples.

Compressive Strength:

Independent testing shall be performed according to applicable

ASTM or BS standards. Concrete samples containing the integral waterproofing admixture
shall be tested against untreated control sample. At 28 days and at one year, the treated
samples shall exhibit the same or better compressive strength over the control.

Drying Shrinkage:

Minimum 20% reduced drying shrinkage for treated concrete compared to

untreated concrete when tested according to ASTM C157 / C157M

– 08 or equivalent.

Admixtures with Self-Sealing Properties:

Autogenous crack sealing of treated concrete for

cracks with width of up to 0.5mm or greater; verified by independent testing.

Carbonation Resistance:

No increase in rate of carbonation compared to untreated concrete

when exposed to a 4% carbon dioxide atmosphere for 28 days. Test method according to
BS 1881-210:2013 or ISO 1920-12:2015 or other similar international standards.

Sulfate Resistance:

Improved resistance to sulfate attack compared to untreated concrete

when tested to the US Bureau of Reclamation Accelerated Method or other similar
international standards.

History:

The waterproofing admixture must have demonstrated success in similar

applications that are no less than 15 years old.

28.6.1

Submittals for Integral Waterproofing

a. General: The Contractor shall submit listed submittals in accordance with conditions of the

Contract.

b. Product Data: The Contractor shall s

ubmit product data, including manufacturer’s

specifications, installation instructions, and general recommendations for waterproofing
applications. The Contractor shall als

o include manufacturer’s certification or other data

substantiating that products comply with the requirements of the Contract documents.

c. Test Reports: The Contractor shall submit, for

the Engineer’s approval, complete test reports

from approved independent testing laboratories certifying that waterproofing system
conforms to the characteristics and testing requirements specified herein.

d. Manufacturer

’s Certification: The Contractor shall provide certificate signed by the

manufacturer certifying that the materials to be installed comply in all respects with the
requirements of this specification.

e. Project References:

The Contractor shall provide case study documents demonstrating

successful applications of the waterproofing admixture in similar projects over a period of no
less than 15 years.

28.6.2

Quality Assurance for Integral Waterproofing

a. Manufacturer Qualifications: Manufacturer to be BS EN ISO 9001:2015 registered, and to

have no less than 15 years

’ experience in manufacturing the integral waterproofing admixture

for the required work. Manufacturer shall be capable of providing field service representation
during construction phase. Manufacturers that cannot provide the performance test data
specified herein shall not be considered for the Project.

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b. Waterproofing admixture: It shall

•

Comply with ASTM C494 / C494M

– 13 Type S, admixture.

•

Be certified by the International Code Council (ICC), or equivalent, as a Chemical

Admixture used in Concrete (AC198).

•

Bear a CE mark or equivalent and conform to the performance and quality

requirements of BS EN 934-2:2009+A1:2012.

•

Hold a valid Agreement Certificate from the British Board of Agreement (BBA) or

equally recognized certification.

•

Hold a valid Appraisal certificate from BRANZ Limited or equally recognized

certification.

•

Be certified to NSF/ANSI Standard 61

– Drinking Water System Components – Health

Effects or equally recognized certification.

c. Applicator (concrete supplier): Installer of integral waterproofing admixture shall be approved

by  the  manufacturer  in  writing.  Applicator  shall  conduct  laboratory  and  field  trials  as
necessary  to  successfully  incorporate  the  waterproofing  admixture  into  their  concrete
mixture, and shall follow the manufacturer’s testing guidelines.

d. Pre-Installation Conference: Prior to installation of waterproofing, the Contractor shall

conduct meeting with the Engineer, the Owner, the Applicator, concrete placer, and
waterproofing manufacture to verify and review the following:

•

Project requirements for waterproofing as set out in the Contract documents.

•

Manufacturer

’s product data including application instructions.

•

Procedures, roles and responsibilities among the parties.

e. Technical Consultation:

The waterproofing manufacturer’s representative shall provide

technical consultation on waterproofing application.

All parties shall follow the manufacturer’s written instructions as contained in the Application
Instructions, published by the manufacturer.

All waterproofing system components shall bear a traceable manufacturer’s lot number.

28.6.3

Delivery, Storage and Handling of Integral Waterproofing

a. Ordering: The Contractor shall comply wit

h manufacturer’s ordering instructions and lead

time requirements to avoid construction delays.

b. Delivery: The contractor shall deliver packaged waterproofing materials to project site in

original undamaged containers, with manufacturer’s labels, lot number, and seals intact.

c. Storage: The Contractor shall store waterproofing materials in dry, enclosed location, at

temperature and humidity conditions recommended by the manufacturer.

d. Handling:

The Contractor shall o

bserve all occupational health and safety requirements, read

and follow the Material Safety Data Sheet for each product, and conform to all local
regulations.

28.6.4

Warranty

The manufacturer shall provide the following executed by authorized company official:

•

25 years

manufacturer’s limited standard material warranty for the waterproofing admixture.

•

10 years

manufacturer’s limited labor and material performance warranty for the

waterproofing admixture system from Date of Substantial Completion.

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28.6.5

Concrete Batching, Mixing, Placing & Curing

Concrete batching, mixing, placing, and curing shall comply with the applicable requirements of
Chapter 4, Concrete Works, and Chapter 21, Concrete Structures, of these standard specifications.

Waterproofing admixture shall be added to the concrete mix during batching operations as per the
recommendations of the manufacturer. Waterproofing admixture shall not be mixed with other
admixtures prior to addition. It shall be added separately from other admixtures.

28.6.6

Field Quality Control

The Contractor shall not conceal concrete before it has been observed by the

manufacturer’s

representative and the Engineer. Concrete shall be examined for structural defects such as faulty
construction joints, cold joints and cracks. Such defects to be repaired in accordance with the
manufacturer’s repair procedures

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NDEX

abutments, 28-1
Additional bituminous protection, 28-20
adhesion, 28-4, 28-15, 28-18, 28-19, 28-20
affidavits, 28-5, 28-8
Air pressure tests, 28-13
applicator, 28-5, 28-8, 28-9, 28-11, 28-15, 28-

approach slabs, 28-18
base slab, 28-1
Blinding, 28-13
block masonry surfaces, 28-1, 28-17
box girder, 28-1
bridge decks, 28-1, 28-18
bridge substructure, 28-1
channels, 28-20
compartmented, 28-10, 28-12
concrete protection, 28-1
contact with soil, 28-1, 28-5
contingency utility ducts, 28-1
corner treatment, 28-8
corners, 28-8, 28-9, 28-12, 28-16
crystalline waterproofing, 28-21, 28-22,

28-23

damp substrates, 28-17
end walls, 28-1
European Union of Agreement, 28-5
execution quality, 28-8
exposed concrete surfaces, 28-1
exterior surfaces, 28-1
fabric reinforcement, 28-6
Gulf Region, 28-5, 28-6, 28-8
horizontal slabs, 28-8
impractical, 28-1, 28-17
ingress, 28-18
integral waterproofing, 28-1
integrity, 28-13, 28-20, 28-21
joint treatment, 28-8
laid sheet, 28-12
Liquid materials, 28-10
liquid spray-applied, 28-14
Manufacturer, 28-5, 28-7, 28-8, 28-9, 28-10,

28-11, 28-12, 28-13, 28-14, 28-16,

28-22

28-23

mastic, 28-5, 28-7, 28-8
mechanical bonded, 28-10, 28-12
Membrane Thickness, 28-16
mock-up, 28-8, 28-16
Over coating, 28-15
performance properties, 28-9, 28-15

Permeability

28-21

, 28-22

piers, 28-1
Primer, 28-2, 28-5, 28-7, 28-16
protection board, 28-5, 28-7, 28-8, 28-15, 28-

protective membrane, 28-5
pullboxes, 28-1
Random tests, 28-16
retaining walls, 28-1
roadway surfaces, 28-1, 28-18
self-adhering, 28-5, 28-6, 28-7, 28-8
self-seal, 28-21
sheet applied, 28-8, 28-10, 28-11, 28-14
Spark test, 28-13
special warranty, 28-9
storm water drainage structures, 28-1
substrate, 28-9, 28-11, 28-16, 28-20

Sulfate Resistance

28-22

sunlight, 28-10, 28-18
technical data, 28-9
Temperature, 28-2, 28-16
Temporary protection, 28-21
tensile bond strength, 28-16
traffic control system, 28-1
tunnels, 28-1, 28-18
unopened containers, 28-5, 28-9
visual inspection, 28-13
warranty, 28-9
Water seepage, 28-20
water-borne chlorides, 28-18
water-tightness, 28-1, 28-8
wearing course, 28-19
weld seams, 28-13
welding, 28-12, 28-13
wing walls, 28-1
written instructions, 28-9, 28-10,

28-23

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29.6.2.3

Method for Applying Methacrylate ................................................................ 29-22

29.6.2.4

Opening Roadway Surfaces to Traffic .......................................................... 29-24

29.6.2.5

Cure Test ..................................................................................................... 29-24

29.7

Epoxy Compounds .................................................................................................... 29-24

29.7.1

Types of Epoxy Compounds ............................................................................... 29-24

29.7.2

Epoxy Design Requirements ............................................................................... 29-25

29.7.2.1

Certifications for Epoxy Products ................................................................. 29-25

29.7.3

Specific Requirements for Type A and Type B Epoxy Compounds ..................... 29-25

29.7.3.1

Mixing and Applying Type A and Type B Epoxy Compounds ....................... 29-25

29.7.3.2

Performance Tests for type A and type B Epoxy Compounds ...................... 29-26

29.7.4

Specific Requirements for Type E Epoxy Compounds ........................................ 29-26

29.7.5

Specific Requirements for Type F Epoxy Compounds ........................................ 29-26

29.7.6

Specific Requirements for Type G Epoxy Compounds........................................ 29-27

29.7.7

Specific Requirements for Type H Epoxy Compounds ........................................ 29-27

29.7.8

Specific Requirements for Type I Epoxy Compounds ......................................... 29-27

29.7.9

Specific Requirements for Type J Epoxy Compounds......................................... 29-27

29.7.10

Specific Requirements for Type K Epoxy Compounds ........................................ 29-28

29.7.11

Specific Requirements for Type L Epoxy Compounds ........................................ 29-28

29.7.12

Specific Requirements for Type M Epoxy Compounds ....................................... 29-28

29.7.13

Specific Requirements for Type N Epoxy Compounds ........................................ 29-28

29.7.14

Specific Requirements for Type Q Epoxy Compounds........................................ 29-28

29.7.15

Specific Requirements for Type T Tape Compounds .......................................... 29-29

29.7.16

Packaging, Labelling, and Safety for Epoxy ........................................................ 29-29

29.7.17

Storage of Epoxy ................................................................................................ 29-30

29.7.18

Fillers for Mixing Mortars and Grouts .................................................................. 29-30

29.8

Adhesive Bonding Material Systems .......................................................................... 29-30

29.8.1

Certification of Adhesive Bonding Products ........................................................ 29-31

29.8.2

Minimum Performance Requirements for Adhesive Bonding Materials ............... 29-31

29.8.3

Product Identification (Fingerprint) Properties for Adhesive Bonding Materials ... 29-31

29.8.4

Packaging and Marking Adhesive Bonding Materials .......................................... 29-32

29.9

Adhesive-bonded Anchors and Dowels ..................................................................... 29-32

29.9.1

Adhesive-bonded Anchors and Dowels .............................................................. 29-32

29.9.2

Storage of Adhesive-bonded Anchors and Dowels ............................................. 29-32

29.9.3

Equipment for installing Adhesive-bonded Anchors and Dowels ......................... 29-33

29.9.4

Preparing Concrete Members for Adhesive-bonded Anchors and Dowels .......... 29-33

29.9.5

Method of Installing Adhesive-bonded Anchors and Dowels ............................... 29-33

29.9.6

Testing Adhesive-bonded Anchors and Dowels .................................................. 29-33

29.9.6.1

Field Tests for Adhesive-bonded Anchors and Dowels ................................ 29-33

29.9.6.2

Removal and Replacement of Adhesive-bonded Anchors and Dowels that Have

Failed Testing ................................................................................................................ 29-34

29.9.7

Acceptance of Installed Adhesive-bonded Anchors and Dowels ......................... 29-34

29.10

Embedment Anchors ................................................................................................. 29-34

29.10.1

Prequalification for Embedment Anchors ............................................................ 29-34

29.10.2

Materials for Embedment Anchors ...................................................................... 29-35

29.10.3

Construction Methods for Embedment Anchors .................................................. 29-35

29.10.4

Inspection and Testing for Embedment Anchors ................................................. 29-35

29.11

Bridge Deck Wearing Surfaces .................................................................................. 29-36

29.11.1

General Requirements for the Installation of Latex-modified Concrete Type Wearing

Surfaces 29-36

29.11.2

Materials for the Installation of Latex-modified Concrete Wearing Surfaces ........ 29-37

29.11.2.1

Portland Cement .......................................................................................... 29-37

29.11.2.2

Aggregates .................................................................................................. 29-37

29.11.2.3

Water ........................................................................................................... 29-37

29.11.2.4

Latex Emulsion for the Wearing Surfaces .................................................... 29-37

29.11.3

Mix Design of Latex-modified Concrete for Wearing Surfaces ............................ 29-37

29.11.4

Applying Latex-modified Concrete for Wearing Surfaces .................................... 29-38

29.11.4.1

Preparing the Surface .................................................................................. 29-38

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MISCELLANEOUS ITEMS FOR STRUCTURES

This chapter outlines standards and requirements that apply to the following work activities and
related miscellaneous structures that are not otherwise covered in these specifications.

1. Removing Existing Bridge Structures

2. General Requirements For Structures Foundations

3. Bridge Drainage Systems

4. Epoxy Injection of Cracks in Concrete Structures

5. Sealing Concrete Surfaces and Cracks

6. Epoxy Compounds

7. Adhesive Bonding Material Systems

8. Adhesive-Bonded Anchors and Dowels

9. Embedment Anchors

10. Bridge Deck Wearing Surfaces

11. Drip Check Angles

12. Lockable Doors, Access Covers, and Internal Access Walkways

13. End Walls for Ducts

14. Scour Protection

15. Sea Port Authority Works

The Contractor shall comply with the specifications in this chapter whenever performing such work
and using such materials for the Project.

29.1

Reference Standards and Codes

Standards and codes for miscellaneous items for structures and related construction works shall be
as specified in this section, in the Contract documents, if any, and the following, in their latest edition:

AASHTO LRFD American Association of State Highway and Transportation Officials - Load and

Resistance Factor Design, Bridge Construction Specifications;

AASHTO LRFD American Association of State Highway and Transportation Officials - Load and

Resistance Factor Design, Bridge Design Specifications;

AASHTO

Standard Specifications for Transportation Materials and Methods of Sampling
and Testing;

AASHTO GSH-9 Guide Specifications for Highway Construction, 9th Edition;

ACI

American Concrete Institute;

ACI 349-06

Code Requirements for Nuclear Safety-Related Concrete Structures and
Commentary;

ADQCC (TR-516) Road Structures Design Manual

ANSI

American National Standards Institute;

ANSI/AWWA

AWWA Standard for Ductile-Iron Pipe, Centrifugally Cast;

C151/A21.51-09

ANSI/AWWA

AWWA Standard for Coal-Tar Protective Coatings and Linings for Steel

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C203-08

Water Pipelines

—Enamel and Tape—Hot Applied;

ANSI/AWS

Structural Welding Code

– Steel;

D1.1/D1.1M:2010

ASTM

American Society for Testing and Materials;

AWS

American Welding Society;

AWWA

American Water Works Association;

British Standards;

BS EN

European Standards;

DIN

German Institute for Standardization;

DIN 8061-8062

Sizes and Description - PVC Pressure Pipes & Fittings

FM 3-C882

Florida Test Method for Performance of Epoxy-Resin Systems with Concrete by
Slant Shear and Compressive Strength;

FM 5-518

Florida Test Method for Wet Bond Strength of Epoxy Mortars to Concrete and
Fiberglass Jacket Surfaces;

FM 5-568

Florida Method of Test for Anchor System Tests for Adhesive-Bonded Anchors
and Dowels;

FM 5-569

Florida Method of Test for Material Properties Identification of Adhesive-bonded
Anchors and Dowels;

FS MMM-A-121 Federal Specification Adhesive, Bonding Vulcanized Synthetic Rubber to Steel

HAP-Free Replacement;

IALA

International Association of Marine Aids to Navigation and Lighthouse
Authorities;

NCHRP 244

Condition Evaluation of Concrete Bridges Relative to Reinforcement Corrosion,
Volume 5: Methods of Evaluating the Effectiveness of Penetrating Sealers;

Rock Manual

Manual on the Use of Rock in Coastal and Shoreline Engineering,

CIRIA

Construction Industry Research and Information Association;

CIRIA-C683

The Rock Manual 2007: The Use of Rock in Hydraulic Engineering;

USACE

United States Army Corps of Engineers;

USACE C-200

US Army Corps of Engineers - Guide Specification, Coal Tar Epoxy.

Table 29-1 and Table 29-2 presents American Association of State Highway and Transportation
Officials (AASHTO), American Society for Testing and Materials (ASTM), British (BS), and European
(BS EN) Standards that are related to materials for miscellaneous items for structures. It also
includes designations and titles.

Table 29-1: Designations and titles for AASHTO and ASTM standards that apply to

miscellaneous items for structures

AASHTO

Designation

ASTM

Designation

TITLE

AASHTO M 105-

Standard Specification for Gray Iron Castings

ASTM D3333 -

07(2012)

Standard Practice for Sampling Manufactured Staple
Fibers, Sliver, or Tow for Testing

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AASHTO

Designation

ASTM

Designation

TITLE

ASTM D2996 -

01(2007)e1

Standard Specification for Filament-Wound "Fiberglass"
(Glass-Fiber-Reinforced Thermosetting-Resin) Pipe

ASTM B211 -

12e1

Standard Specification for Aluminum and Aluminum-
Alloy Rolled or Cold Finished Bar, Rod, and Wire

ASTM A53 /

A53M - 12

Standard Specification for Pipe, Steel, Black and Hot-
Dipped, Zinc-Coated, Welded and Seamless

ASTM A377 -

03(2008)e1

Standard Index of Specifications for Ductile-Iron
Pressure Pipe

ASTM A123 /

A123M - 12

Standard Specification for Zinc (Hot-Dip Galvanized)
Coatings on Iron and Steel Products

ASTM A48 /

A48M - 03(2008)

Standard Specification for Gray Iron Castings

ASTM A183 -

03(2009)

Standard Specification for Carbon Steel Track Bolts and
Nuts

AASHTO M 306-

Standard Specification for Drainage, Sewer, Utility, and
Related Castings

AASHTO M

111M/M 111-11

ASTM A123 /

A123M - 12

Standard Specification for Zinc (Hot-Dip Galvanized)
Coatings on Iron and Steel Products

ASTM A500 /

A500M - 10a

Standard Specification for Cold-Formed Welded and
Seamless Carbon Steel Structural Tubing in Rounds
and Shapes

ASTM A536 -

84(2009)

Standard Specification for Ductile Iron Castings

ASTM A780 /

A780M - 09

Standard Practice for Repair of Damaged and Uncoated
Areas of Hot-Dip Galvanized Coatings

ASTM D3278 -

96(2011)

Standard Test Methods for Flash Point of Liquids by
Small Scale Closed-Cup Apparatus

ASTM C642 - 06

Standard Test Method for Density, Absorption, and
Voids in Hardened Concrete

ASTM C672 /

C672M - 12

Standard Test Method for Scaling Resistance of
Concrete Surfaces Exposed to Deicing Chemicals

ASTM E274 /

E274M - 11

Standard Test Method for Skid Resistance of Paved
Surfaces Using a Full-Scale Tire

ASTM D1481 -

02(2007)

Standard Test Method for Density and Relative Density
(Specific Gravity) of Viscous Materials by Lipkin
Bicapillary Pycnometer

ASTM D2471-99

Standard Test Method for Gel Time and Peak
Exothermic Temperature of Reacting Thermosetting
Resins (Withdrawn 2008)

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AASHTO

Designation

ASTM

Designation

TITLE

ASTM C307 -

03(2012)

Standard Test Method for Tensile Strength of Chemical-
Resistant Mortar, Grouts, and Monolithic Surfacings

ASTM C882 /

C882M - 12

Standard Test Method for Bond Strength of Epoxy-
Resin Systems Used With Concrete By Slant Shear

ASTM D2393-86

Test Method for Viscosity of Epoxy Resins and Related
Components

ASTM D638 - 10

Standard Test Method for Tensile Properties of Plastics

ASTM C579 -

01(2012)

Standard Test Methods for Compressive Strength of
Chemical-Resistant Mortars, Grouts, Monolithic
Surfacings, and Polymer Concretes

ASTM C580 -

02(2012)

Standard Test Method for Flexural Strength and
Modulus of Elasticity of Chemical-Resistant Mortars,
Grouts, Monolithic Surfacings, and Polymer Concretes

ASTM C531 -

00(2012)

Standard Test Method for Linear Shrinkage and
Coefficient of Thermal Expansion of Chemical-Resistant
Mortars, Grouts, Monolithic Surfacings, and Polymer
Concretes

ASTM C884 /

C884M -

98(2010)

Standard Test Method for Thermal Compatibility
Between Concrete and an Epoxy-Resin Overlay

ASTM C1339 -

02(2012)

Standard Test Method for Flowability and Bearing Area
of Chemical-Resistant Polymer Machinery Grouts

ASTM E488 /

E488M - 10

Standard Test Methods for Strength of Anchors in
Concrete Elements

ASTM E1512 -

01(2007)

Standard Test Methods for Testing Bond Performance
of Bonded Anchors

AASHTO M 6-08

Standard Specification for Fine Aggregate for Hydraulic
Cement Concrete

AASHTO M 80-

Standard Specification for Coarse Aggregate for
Hydraulic Cement Concrete

AASHTO M 43-

05 (2009)

ASTM D448 - 08

Standard Classification for Sizes of Aggregate for Road
and Bridge Construction

ASTM C31 /

C31M - 12

Standard Practice for Making and Curing Concrete Test
Specimens in the Field

ASTM C131 - 06

Standard Test Method for Resistance to Degradation of
Small-Size Coarse Aggregate by Abrasion and Impact in
the Los Angeles Machine

AASHTO T 259-

2002(R 2006)

Standard Method of Test for Resistance of Concrete to
Chloride Ion Penetration

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AASHTO

Designation

ASTM

Designation

TITLE

AASHTO T 260-

97 (2011)

Standard Method of Test for Sampling and Testing for
Chloride Ion in Concrete and Concrete Raw Materials

AASHTO T

106M/T 106-12

ASTM C 109/C

109M-11b)

Standard Method of Test for Compressive Strength of
Hydraulic Cement Mortar (Using 50-mm or 2-in. Cube
Specimens)

ASTM C403 /

C403M - 08

Standard Test Method for Time of Setting of Concrete
Mixtures by Penetration Resistance

Table 29-2: Designations and titles for BS and BS EN standards that apply to miscellaneous

items for structures

BS Designation

BS EN

Designation

Title

BS EN ISO

1452-1:2009

Plastics piping systems for water supply and for buried
and above-ground drainage and sewerage under
pressure. Unplasticized poly(vinyl chloride) (PVC U).
General

BS 812-

103.1:1985

Testing aggregates. Method for determination of particle
size distribution. Sieve tests

BS 6349-1:2000

Maritime structures. Code of practice for general criteria

29.2

Removing Existing Bridge Structures

The Contractor shall remove, wholly or in part, all bridges, retaining walls, and other major structures
that are designated to be removed in the Contract documents. Unless the Contract documents
specify otherwise, the Contractor shall also complete any necessary excavation and backfilling of
trenches, holes, or pits that result from such removal. To the satisfaction of the Engineer and Owner,
the Contractor shall also salvage or dispose of materials from such work. The Contractor shall also
bear responsibility for all costs for environmental and health monitoring systems or programs that
the Project requires.

29.2.1

Submissions for the Removal of Structures

The Contractor shall prepare method statement with supporting calculations and working drawings
showing methods and a sequence of removal under the following conditions:

a. When the Contract documents specify that structures or portions of structure are to be

removed and salvaged

b. When removal operations will be performed over or adjacent to public traffic or railroad

property

c. When specified in the Contract documents.

The Contractor shall submit method statement, calculations, and working drawings to the Engineer
for approval at least ten days before the proposed start of removal operations. Removal work shall
not begin until the drawings have been approved. Such approval shall not relieve the Contractor of
any responsibility under the Contract documents for the successful completion of the work.

When salvage is required, drawings shall clearly indicate how individual segments of the structure
will be marked to designate them for removal.

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29.2.2

Removal Construction

Except for utilities and other items that the Engineer may direct the Contractor to leave intact, the
Contractor shall raze, remove, and dispose of each structure or portion of structure designated to be
removed. All concrete and other foundations shall be removed to a depth of at least 600 mm below
ground elevation or  900 mm below  the subgrade elevation, whichever  is  lower. Unless otherwise
specified in the Contract documents, the Contractor has the option to either pull piles or cut them off
at a point not less than 600 mm below ground line. Cavities left after structures are removed shall
be  backfilled  to  the  level  of  the  surrounding  ground  and,  if  they  are  within  the  area  of  roadway
construction,  shall  be  compacted  to  meet  the  requirements  of  the  Contract  documents  for
embankment.

Explosives shall not be used except at locations and under conditions specified in the Contract
documents. All blasting shall be completed before the placement of new work.

29.2.3

Partial Removal of Structures

When structures are to be widened or modified and only portions of the existing structures are to be
removed, these portions shall be removed in such a manner as to leave the remaining structure
undamaged and in proper condition to fulfil their required purposes. Methods that involve the use of
blasting or wrecking balls shall not be used within any span or pier unless the entire span or pier is
to be removed. Any damage to the portions that remain in service shall be repaired by the Contractor
at the Contractor's expense.

Before beginning concrete removal operations that involve the removal of a portion of a monolithic
concrete element, the Contractor shall make a saw cut approximately 25 mm deep to a true line
along the limits of removal on all faces of the element that will be visible in the completed work.

Old concrete shall be carefully removed to the lines designated by drilling, chipping, or other methods
approved by the Engineer. Surfaces that are visible as a result of this removal shall be reasonably
true and even, with sharp, straight corners that permit a neat joint with the new construction or be
satisfactory

to fulfil the surfaces’ required purposes. Where existing reinforcing bars will extend from

the existing structure into new construction, the Contractor shall remove the concrete, leaving the
projecting bars clean and undamaged. Where projecting bars will not extend into the new
construction, the Contractor shall cut them off flush with the surface of the old concrete.

During full-depth removal of deck concrete over steel beams or girders that will remain in place, the
Contractor shall be careful not to notch, gouge, or distort the top flanges. The Contractor shall repair
any damage at the direction of the Engineer and at his own expense. Repairs may include grinding,
welding, heat straightening, or member replacement, depending on the location and severity of the
damage.

29.2.4

Removal of Structures for Demolition

If the Contract requires demolition, the Contractor shall remove existing structures and restore the
existing surface in accordance with the Contract documents or as directed by the Engineer.

Before beginning demolition, the Contractor shall coordinate disconnection of utility services with the
appropriate utility owner.

The Contractor shall immediately repair broken or damaged utilities. The Owner shall make no
additional payment to the Contractor for such repair.

29.2.5

Removal of Bridges, Culverts, and Other Existing Structures

Bridges and culverts in use by traffic shall not be removed until alternative arrangements have been
made to accommodate traffic.

When structures are to remain the property of the Owner, the method of dismantling steel
superstructure shall avoid inflecting any damage to the materials. Before dismantling steel members,
the Contractor shall match-marked them in paint and stencils, in accordance with directions from the

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Engineer, to be erected again. Steel members at the original field splices shall be dismantled and
supported on falsework during the operation of dismantling, or in a manner and method that has
been approved by the Engineer.

Without compensation, the Contractor shall replace or satisfactorily repair any damaged steel.

Piers, abutments, and piling shall be cut at the ground line, or in case of channel change, at the
elevation of the channel excavation as shown on the Contract plans.

Salvaged structural steel and other materials shall be stacked on the right-of-way outside of the ditch
line in a neat and workmanlike manner.

Old concrete and other similar materials shall be broken up and placed in the fill as specified for
placing solid rock in fills, or otherwise disposed off as directed by the Engineer.

Where such portions of existing structures lie wholly or in part within the limits of a new structure,
the Contractor shall remove such portions as necessary to accommodate the construction of the
proposed structure.

In no case shall material be left in the channel.

When blasting or other operations that may damage new construction are necessary for the removal
of an existing structure or obstruction, the Contractor shall complete these operations before placing
the new work.

Structures such as piers, abutments, piling, substructures or material in structures shall be removed
and disposed by the Contractor in accordance with the specifications in this chapter.

29.2.6

Salvaging Materials after Removal

Materials that the Contract documents designate for salvage, either for reuse in the Project or for
future use by the Owner, shall remain the property of the Owner. The Contractor shall carefully
remove such materials in transportable sections and stockpile them near the site at a location
designated by the Engineer or deliver them to the place indicated by the Owner. The Contractor shall
restore or replace damaged or destroyed material without additional compensation.

To remove rivets and bolts from steel structures to be salvaged, the Contractor shall cut the heads
with a chisel. Then, the Contractor shall punch or drill the rivets and bolts from the hole, or use any
other method that will not damage the members for reuse and that has the Engineer

’s approval.

Before dismantling members or sections of steel structures, the Contractor shall match-marked them
with paint in accordance with the appropriate engineering diagram or a plan that has the Engineer

’s

approval.

29.2.7

Removing Abandoned Structures

All abandoned existing structures shall be broken off and removed to a depth of not less than 150
mm below the foundation grade of new structure. When sewer lines, water lines, and similar
structures are to be abandoned, they must be tightly plugged at each end with concrete in the manner
that has been approved by the Engineer.

Manholes and similar structures to be abandoned shall be removed to the depth specified, and shall
be filled and compacted with suitable material. If an abandoned structure to be backfilled will reside
under paving or another structure, the Contractor shall tamp and compact the backfill material in
uniform layers not more than 150 mm thick.

If an abandoned structure is not under paving or other structures, the Contractor may obtain
settlements by thoroughly flushing with water during backfill operations.

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29.2.8

Disposal of Materials after Removal

All material removed and all debris, rubbish or other unsuitable material produced as a result of
demolition shall be disposed of by the Contractor in a dumping area previously approved by the
Competent Authority.

The Contractor shall identify all hazardous materials, properly dispose them, and maintain the
appropriate records.

The Contractor shall conduct his operations in such a manner as to avoid hazards to persons and
vehicles. After work is started on any existing structure, the work on that structure shall be continued
to completion, promptly and expeditiously.

29.3

General Requirements for Structures Foundations

Available soil samples or rock cores obtained during the soil boring operations shall be examined by
the Contractor at the Owner

’s approved laboratory.

29.3.1

Protection of Existing Structures

When the  Contract  plans require foundation construction  operations  in  close  proximity  to  existing
structures,  the  Contractor  shall  take  all  precautions  to  prevent  damage  to  such  structures.
Requirements described herein apply to all types of roadway structures on or off the Right of Ways
(ROW)  that  may  be  adversely  affected  by  foundation  construction  operations,  including  phase
construction, vibrations, ground loss, ground heave,  or dewatering. Utilities shall be protected, as
described  in  the  applicable  provisions  and  sections  of  Chapter  11,  Utilities,  of  these  Standard
Specifications.

Existing structures shall be monitored for settlement in a manner approved by the Engineer,
recording elevations to an accuracy of 0.3 mm. The Contractor shall monitor the following structures:

a. Structures shown in the Contract plans.

b. Structures within a distance, in metres, of pile-driving operations equal to 0.131 times the

square root of the impact hammer energy, in meter-Newton. Required measurements shall
be taken before the initiation of driving and then daily on days when driving occurs, or as
indicated in the Contract plans, and weekly for two weeks after driving has stopped.

c. Structures within a distance of 10 pile diameters or the estimated depth of excavation,

whichever is greater.

d. Structures within a distance of three times the depth of excavation for the footing.

The Cont

ractor shall obtain the Engineer’s approval of the number and location of monitoring points.

Elevation shall be taken for the following:

1. Before beginning construction;

2. Daily during the driving of any casings, piling, or sheeting;

3. Weekly for two weeks after stopping driving;

4. During excavation;

5. During blasting (if approved); or,

6. As directed by the Engineer.

Any movements detected shall be reported by the Contractor to the Engineer and the Contractor
shall take any remedial measures required to prevent damage to the existing structures.

A qualified specialty engineer shall be employed by the Contractor to survey all structures, or
portions thereof, within the following:

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•

A distance, in metres, of pile-driving operations equal to 0.0655 times the square root of the

impact hammer energy, in meter-Newton;

•

A distance of 10 pile diameters or the estimated depth of excavation, whichever is greater;

•

Three times the excavation depth for footings and caps; or,

•

As shown in the Contract plans.

The Owner will assist the Contractor to make the necessary arrangements to provide right-of-way
entry for the Contractor to survey. Structure conditions and all existing cracks shall be adequately
documented with descriptions and pictures by the Contractor, which shall prepare two reports
documenting the condition of the structures: one report before beginning foundation construction
operations and a second report after completing foundation construction operations. The Owner will
take ownership of both reports. Pre- and post-driving surveys of the condition of bridges shall not be
performed by the Contractor, except when shown in the Contract documents or requested by the
Engineer.

When shown in the Contract documents, the Contractor shall employ a qualified specialty engineer
to monitor and record vibration levels during the driving of casings, piling, sheeting, or blasting
operations. Vibration monitoring equipment capable of detecting velocities of 2.5mm/s or less shall
be provided by the Contractor.

Upon detecting settlement or heave of 1.5 mm, vibration levels reaching 12.5 mm/s, levels otherwise
shown in the Contract documents, or damage to the structure, the Contractor shall immediately stop
the source of vibrations, backfill any open pile excavations, and contact the Engineer for instructions.

When the Contract plans require excavations for construction of footings or caps, the Contractor
shall evaluate the need for, design of, and provide for any necessary features to protect adjacent
structures. When sheeting and shoring are not detailed in the Contract plans, the Contractor shall
employ a specialty engineer to design the sheeting and shoring, and to sign and seal the plans and
specification requirements. These designs shall be sent to the Engineer for his approval and record
before beginning construction.

When shown in the Contract documents, or when authorized by the Engineer, the Contractor shall
install the piling to the depth required to minimize the effects of vibrations or ground heave on
adjacent structures by approved methods other than driving, including preformed holes, predrilling,
and jetting. If the Owner authorizes the use of preformed pile holes to meet this requirement, the
Contractor shall carry out the work without extra charge to the Owner.

If not otherwise provided in the Contract plans, the Contractor shall evaluate the need for, design of,
and provide for all reasonable precautionary features to prevent damage, including, but not limited
to, selecting construction methods and procedures that will prevent damaging caving of the pile
excavation and monitoring and controlling the vibrations from construction activities, including driving
of casings, driving of sheeting, and blasting.

When shown in the Contract plans, or directed by the Engineer, the Contractor shall install a
Piezometers near the ROW line and near any structure that may be affected by lowering the
groundwater when dewatering is required. The Contractor shall monitor the Piezometers and record
the groundwater elevation level daily and the Contractor shall notify the Engineer of any groundwater
lowering near the structure of 0.3 m or more.

29.3.2

Excavation

All excavation of the foundations shall be completed by the Contractor prior to installing piles, unless
otherwise authorized by the Engineer. After completing pile installation, the Contractor shall remove
all loose and displaced materials from around the piles, leaving a clean, solid surface. Soil surfaces
on which concrete is to be placed, or which will support the forming system for the concrete to support
the load of the plastic concrete, shall be compacted by the Contractor to avoid settling or causing
the concrete to crack, as shown in the Contract documents. Compaction for excavations made below

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water for seals

— or when the footing, cap, or forming systems, including supports — does not rest

on the ground surface shall not be required by the Engineer.

29.3.2.1

Abutment (End Bent) Fill

Fill shall be placed and compacted by the Contractor before installing end-bent piling, except when
the following occurs:

a. Driving specified test piling in end bents; or,

b. When the Contract plans show uncased piles through proprietary retaining wall fills.

When installing piles or casing prior to placing fill, the Contractor shall take necessary precautions
to prevent displacement of piles during placing and compacting fill materials within 4.5 m of the piles
and casing. Positions of the piles and casing shall be referenced and checked by the Contractor at
three approximately equal intervals during construction of the embankment.

Embankment material shall be placed by the Contractor in 150-mm loose lifts in the 4.5-m area
around the piles and casing. The Contractor shall compact embankment material within the 4.5-m
area adjacent to the piles and casing to the required density with compaction equipment weighing
less than 4.448 KN. When installing piles prior to the completion of the surrounding fills, the
Contractor shall not cap them until placing the fills as near to final grade as possible, leaving only
the necessary working room for construction of the caps.

Permanent casings shall be installed by the Contractor prior to placement of the fill, for all drilled
piles through mechanically stabilized fills; for example, behind proprietary retaining walls, for piles
installed after fill placement. Temporary casings shall be installed by the Contractor through the
completed conventional fill when permanent casings are not required.

Permanent casings shall be provided by the Contractor, if required, before the fill is placed extending
a sufficient distance into the existing ground to provide stability to the casings during construction of
the abutment fill.

29.3.3

Cofferdams

Cofferdams shall be constructed by the Contractor as detailed in the Contract plans. When
cofferdams are not detailed in the Contract plans, the Contractor shall employ a specialty engineer
to design cofferdams, and to sign and seal the plans and specification requirements. Designs shall
be sent to the Engineer for its records before beginning construction.

A qualified diver and a safety diver shall be provided by the Contractor to inspect the conditions of
the foundation enclosure or cofferdam when the Contract documents require a seal for construction.
These divers shall be equipped by the Contractor with suitable voice communications, and have
them inspect the foundation enclosure and cofferdam periphery

— including each sheeting

indentation and around each piling to ensure that no layers of mud or other undesirable materials
were left above the bottom of seal elevation during the excavation process. The Contractor shall also
have the divers check to make sure the surfaces of the piles are sufficiently clean to allow bond of
the  concrete  down  to the  minimum  bottom  of  seal  elevation. When  required,  the  Contractor  shall
ensure  that  there  are  no  mounds  of  stone,  shell,  or  other  authorized  backfill  material  left  after
placement and grading. To ensure that the seal is placed as specified and evaluate the adequacy of
the foundation soils or rock, the Contractor shall assist the Engineer, as required. Deficiencies found
by the divers shall be corrected by the Contractor. Upon completion of inspection by the divers, the
Owner  may  also  elect  to  inspect  the  work  before  authorizing  the  Contractor  to  proceed  with
subsequent construction operations. A written report by the divers that indicates the results of their
underwater  inspection  shall  be  furnished  by  the  Contractor  to  the  Engineer  before  requesting
authorization to place the seal concrete.

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29.3.4

Vibrations on Freshly Placed Concrete (Drilled Piles and
Piers)

Until the concrete has attained its final set, as defined by ASTM C403 / C403M - 08, freshly placed
concrete shall not be subjected to vibrations greater than 38 mm/s from pile-driving or drilled-pile
casing installation sources located within the greater dimension of three pile diameters, as measured
from the perimeter of the pile closest to the vibration source; or 9 m from the nearest outside edge
of freshly placed concrete to the vibration source

— except as required to remove temporary casings

before the drilled pile elapsed time has expired.

29.4

Bridge Drainage Systems

The Contractor shall construct drainage facilities and accessories to collect and dispose of water
from drains on the bridge structures, in accordance with the details shown in the Contract plans and
the specifications in this section.

Construction of bridge drainage systems shall consist of furnishing and installing drainage facilities,
including drainage inlets and channel grates and frames on bridge deck, subways, and underpasses,
to collect surface water from structures, draining pipes, and down-pipes that are connected to the
drainage inlets and channel grates by hoppers. Such inlets and channel grates and frames may be
of cast iron or cast steel with or without integral cast hoppers. When not using integral cast hoppers,
a bridge drainage system shall have fabricated U-PVC or GRP hoppers as approved by the
Engineer.

This work shall also consist of furnishing and installing concrete gutters, weep holes, drainage
blankets, and geocomposite drainage systems for all earth retaining systems.

The Contractor shall submit, as early as possible, a proposal with details of all drainage material and
components to the Engineer for approval. The Contractor shall not incorporate any material or
component into a bridge drainage system without written approval from the Engineer.

29.4.1

Bridge Drainage Terminology

This section defines core terminology for constructing bridge drainage systems.

Gutter:

A channel along the eaves or on the roof that collects and carries away rainwater.

Hopper:

Funnel-shaped receptacle through which contents pass, by gravity, into a receptacle
below.

Scupper:

An opening for draining water from the bridge deck.

Weep Hole:

A small opening that enables water that accumulates behind a retaining wall to drain

away.

29.4.2

Materials for Bridge Drainage Systems

29.4.2.1

Materials Related to Superstructure

This article outlines specifications for materials related to superstructures.

a. Drainage Inlets and Channel Grates and Frames for Superstructures

Drainage inlets and channel grates and frames shall be heavy duty and of the types indicated on the
Contract plans. They shall be class No 25 S or equivalent structural steel or gray cast iron that
conforms to the specifications in AASHTO M 105-09.

Integral cast hoppers shall be of the same grade and quality as the drainage inlet or channel grate
and frame. Fabricated U-PVC or GRP shall conform to the requirements of the Engineer, who may
require material and load testing for such approval.

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b. Fibreglass Pipe for Superstructures

Fibreglass pipe and fittings shall conform to ASTM D2996 - 01(2007)e1 Designation Code RTRP-
11AE-5112. Pipe and fittings with Class C or Class F liners are acceptable. Finish colour for such
pipes shall be concrete gray.

c. PVC and U-PVC Pipes for Superstructures

Pipes of synthetic material for general drainage use shall be polythene, polypropylene, or
polyvinylchloride and shall have the approval of the Engineer. Unplasticized polyvinylchloride pipes
shall be class 2 or 3 pipes that conform to the specifications of ASTM D3333

– 07 (2012). PVC pipes

and sleeves shall comply with DIN 8061-8062. Fittings shall be 10 bars class that comply with BS
EN ISO 1452-1:2009.

d. Aluminium Pipes for Superstructures

Aluminium pipes, sleeves, and fittings shall be alloy 6061-T6 that conforms to ASTM B211 - 12e1.

e. Steel Alloy Pipe for Bridge Storm Drains for Superstructures

Steel alloy pipe and fittings shall be grade B alloy steel that conforms to the chemical analysis of
ASTM A53 / A53M - 12 or ASTM A500 / A500M - 10a. As an alternative, the Contractor may provide
pipes of ductile iron that conforms to ASTM A377 - 03(2008)e1 (ANSI/AWWA C151/A21.51-09), and
as approved by the Engineer. Steel alloy pipe, alternative ductile iron pipe, and fittings shall be zinc-
coated (galvanized) according to ASTM A123 / A123M - 12. The Contractor shall weld steel pipes
and fittings to connect them before galvanizing.

Ductile iron pipe fittings shall be class 30 iron that conforms to ASTM A48 / A48M

– 03 (2008). Pipe

bends shall have long radii. Pipe joints shall be formed using groove-type couplings that consist of
a housing clamp keyed into a groove cut around the

pipe’s full circumference. A gasket of moulded

or extruded butyl or EPDM (ethylene propylene diene M-class rubber) shall provide a sealed joint.
The Contractor shall use track bolts that conform to ASTM A183 - 03(2009), with oval necks and
heavy hexagon standard nuts. The Contractor shall galvanize such assemblies as described in
Section 23.4.10 of Chapter 23, Steel Structures.

f. Zinc Coating on Steel for Superstructures

Zinc coating (hot-dip galvanizing) applied on iron and steel products shall conform to the
specifications outlined in Section 23.4.10 of Chapter 23, Steel Structures.

g. Castings, Materials, and Components for Drainage Structures

Upon completion, all inlet and manhole castings, grates, extension rings, extension frames, and
covers shall be able to withstand the Abu Dhabi Vehicular Load (ADVL) in accordance to Abu Dhabi
Road Structures Design Manual (AD-D-06). All inlet and manhole castings, grates, extension rings,
extension frames, and covers shall conform to the following requirements:

1. Gray iron castings shall conform to AASHTO M 105-09 and AASHTO M 306-10 for Class

30B and Class 35B and shall be true to pattern in form and dimensions. They shall also be
free from pouring faults, sponginess, cracks, blowholes, and other defects that could diminish
their strength and value for their intended service.

2. Castings shall be sandblasted or otherwise effectively cleaned of scale and sand to present

smooth, clean, and uniform surfaces.

3. Carbon steel extension frames and rings for inlets and manholes shall be galvanized

according to AASHTO M 111M/M 111-11, when specified. Welding of fabricated steel shapes
and structures shall conform to ANSI/AWS D1.1/D1.1M:2010. No punching, drilling, reaming,
welding, or cutting shall be allowed in the field. Without additional compensation, the
Contractor shall repair any damage to the galvanized coatings that occurs during or before
installation.

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4. Structural steel shapes used in the fabrication of drainage structures and components shall

conform to the applicable requirements of Chapter 12, Strom Water Drainage, Chapter 23,
Steel Structures, and Chapter 30, Miscellaneous Metals, of these standard specifications.

5. Ductile iron castings shall be grade 65-45-12 iron or grade 80-55-06 iron that conforms to the

requirements outlined in ASTM A536 - 84(2009).

29.4.2.2

Materials Related to Retaining Systems

This article outlines specifications for materials related to retaining systems.

a. Pipe and Perforated Pipe for Retaining Systems

Pipes, including perforated pipes, shall conform to AASHTO GSH-9, Guide Specifications for
Highway Construction, 9th Edition. Subsections 708, "Concrete, and Plastic Pipe" and 709 "Metal
Pipe" of that guide apply.

b. Filter Fabric for Retaining Systems

Filter fabric shall conform to AASHTO GSH-9, Guide Specifications for Highway Construction, 9th
Edition. Subsection 620, "Filter fabric" applies. Filter fabric shall prevent clogging of the drain and
transmission of fines from the backfill.

c. Permeable Material for Retaining Systems

Permeable material shall meet the specifications outlined in AASHTO GSH-9, Guide Specifications
for Highway Construction, 9th Edition. Subsection 704 (Aggregate for Drainage) applies, unless the
Contract documents or approved working drawings specify otherwise.

d. Geocomposite Drainage Systems

Geocomposite drainage systems shall conform to the requirements specified in the Contract
documents or approved working drawings.

29.4.3

Construction Requirements for Bridge Drainage Systems

Drainage facilities shall be constructed in accordance with the details shown on the Contract
documents, approved working drawings, and the specifications in this chapter.

29.4.3.1

Inlet Frames, Grates, and Scuppers for Bridge Drainage
Systems

Bearing surfaces of frames and grates shall be machined so that the grates have uniform bearing
on frames. They shall be match-marked before being delivered. Inlet frames, grates, and scuppers,
if fabricated from steel, shall be zinc-coated.

29.4.3.2

Steel Alloy Pipe for Bridge Drainage Systems

Areas where galvanizing has been damaged shall be repaired by any of the three methods specified
in ASTM A780 / A780M - 09. In all cases, such repair shall achieve the minimum coating thickness
specified for the item. The Contractor shall obtain approval for the type of threaded concrete inserts
for support brackets and clamps.

29.4.3.3

Fibreglass Pipe and Fittings for Bridge Drainage Systems

The Contractor may use fibreglass pipes and fittings wherever a bridge drainage system design
specifies steel alloy pipes.

Runs of pipe shall be supported at intervals not greater than those recommended by the
manufacturer of the pipe. The Contractor shall avoid installing supports that have point contact or
narrow supporting areas. The Contractor may use standard sling, clamp, and clevis hangers and

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shoe supports that are designed for use with steel pipe. Strap widths for hangers shall be at least 37
mm for pipe with a diameter of 150 mm and at least 50 mm for pipe with a diameter of 300 mm.
Straps shall contact at least 120 degrees of a pipe’s surface. Pipe supported on surfaces with less
than 120 degrees contact shall have a split fibreglass pipe protective sleeve bonded in place with
adhesive.

All fibreglass pipe and fittings shall be pigmented resin throughout the wall. Colour shall be standard
concrete gray or another colour designated in the Contract documents. The Owner shall not accept
painted gel-coat or exterior coating. Fibreglass pipe and fittings shall be handled and installed
according to the manufacturer‘s recommendations.

29.4.3.4

Concrete Gutters for Bridge Drainage Systems

Concrete gutters shall be constructed to the profile indicated in the  Contract documents or on the
approved  working  drawings.  Pneumatically-applied  mortar  shall  conform  to  the  requirements
outlined  in  Article  4.3.10.5  of  Chapter  4,  Concrete  Works,  of  these  standard  specifications.  The
Contractor shall provide outlet working at sags in the profile at the low ends of the gutter and at other
locations indicated in working drawings.

29.4.3.5

Weep Holes for Bridge Drainage Systems

Weep holes, if specified, shall be constructed at the locations shown in the Contract documents or
on the approved working drawings. A minimum of 0.06 cubic metres of permeable material
encapsulated with filter fabric shall be placed at each weep hole.

Joints between precast concrete retaining wall face panels that function as weep holes shall be
covered with filter fabric. Such filter fabric shall be bonded to the face panels with adhesive that
conforms to Federal Specification MMM-A-121. Face panels that are to receive filter fabric shall be
dry and thoroughly cleaned of dust and loose material.

29.4.3.6

Drainage Blankets for Bridge Drainage Systems

Drainage blankets that consist of permeable material encapsulated in filter fabric, collector pipes,
outlet pipes, and clean-out pipes shall be constructed as specified in the Contract documents or on
the approved working drawings.

Subgrade to receive filter fabric shall conform to the specified compaction and elevation tolerance
and shall be free of loose or extraneous material and sharp objects that may damage the filter fabric
during installation. Filter fabric shall be stretched, aligned, and placed without wrinkles. Adjacent
borders of the filter fabric shall overlap from 300 mm to 450 mm. Should filter fabric be damaged,
the Contractor shall repair any torn or punctured section by placing a piece of filter fabric that is large
enough to cover the damaged area and to meet the overlap requirement.

Permeable material shall be placed in horizontal layers and thoroughly consolidated along with and
by the same methods specified for structure backfill. Ponding and jetting of permeable material or
structure backfill material that is adjacent to permeable material shall not be permitted. When
spreading and compacting permeable material and structural backfill or embankment material, the
Contractor shall maintain at least 150 mm of such material between the filter fabric and the
Contractor's equipment.

A perforated collector pipe shall be placed within the permeable material at the designated flow line
elevations.

The Contractor shall place outlet pipes at sags in the flow line, at the low end of the collector pipe,
and at other locations shown or specified in the Contract documents. Rock slope protection, when
required at the end of outlet pipes, shall conform to the details in the Contract documents or approved
working drawings and the applicable requirements outlined in Section 7.4 of Chapter 7, Incidental
construction, and Chapter 12, Storm Water Drainage, of these standard specifications.

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Clean-out pipes shall be placed at the high ends of collector pipes and at other locations as specified
in the Contract documents.

29.4.3.7

Geocomposite Drainage Systems

The Contractor shall install geocomposite drainage systems at the locations shown in the Contract
documents or on approved working drawings. Geocomposite drainage material shall be placed and
secured tightly against the excavated face, lagging, or back of wall as specified in the Contract
documents. When placing concrete against geocomposite drainage materials, the Contractor shall
protect such drainage material against physical damage and grout leakage.

29.5

Resin Injection of Cracks in Concrete Structures

Resin types such as epoxy, polyurethane, acrylic, etc., as appropriate, shall be used when injecting
cracks  in  concrete  structures.  When  injecting  resins  into  cracks  in  Portland  cement  concrete  or
pozzolanic concrete, the Contractor shall comply with the specifications outlined in this section. The
epoxy resin injection system shall be used for dry, wet and damp cracks. In general epoxy resins
shall  be  used  only  for  dry  cracks  whereas  polyurethane  and  acrylic  resins  shall  be  used  for  wet
(producing flowing water) and damp cracks. The Contractor shall procure the services of a qualified
and specialized company to carry out  resin injection works.

29.5.1

Materials for Resin Injections

In addition to complying with the requirements outlined in Section 29.7, the Contractor

’s specialized

applicator shall adhere to the following directions when using epoxy injection for dry cracks:

•

Use Type E compound epoxy for injection.

•

Use Type F-1 compound epoxy for sealing crack surfaces in preparation for injection.

•

Use epoxy materials as approved by the Engineer.

When using polyurethane and/or acrylic resin injection for wet and/or damp cracks, the Contractor

’s

specialized applicator shall strictly adhere to the guidelines and recommendations of the resin
manufacturer.

29.5.2

Equipment for Resin Injections

For the equipment used to inject the resins, the Contractor shall comply with the recommendations
of the resin injection material

’s manufacturer and shall adhere to the following directions:

a. Use equipment that has the capacity to automatically proportion the material components

within the mix ratio tolerances set by the resin materials

’ manufacturer.

b. Use equipment that has the capacity to automatically mix

a resin’s component materials

within the pump and injection apparatus. No batch mixing shall be allowed unless approved
by the Engineer in writing.

c. Use equipment that has the capacity to inject resin under controlled variable pressures up to

1.4 MPa, with a pressure gauge mounted at or near the nozzle to indicate actual working
pressure.

29.5.3

Qualifications for Resin Injection Personnel

The Contractor shall employ personnel with training and experience in injecting resins into cracks in
concrete in ways that are similar to that required for the Project. The Contractor shall provide an on-
site supervisor for the resin injection work. This supervisor shall have one of the following
qualifications methods:

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a. Supervisor shall have been certified by the manufacturer of the resin injection material as

having the necessary competence to satisfactorily and safely accomplish the resin injection
work in compliance with the specifications in this chapter.

b. Supervisor can furnish documented evidence that he has a minimum of three years of

experience performing on-site supervision of resin injection work similar to that required for
the Project and a list of five contracts

who can attest to the supervisor’s acceptable

completion of relevant resin injection work. The Contractor shall ensure that the listed
experience in on-site supervision and completed contracts contains the project name and
location, names of contracting parties, the O

wner’s name, brief description of the work, and

dates on which resin injection work was completed.

The Contractor shall furnish written evidence that verifies personnel training and the on-site
supervisor’s qualifications to the Owner before beginning any resin injection work.

29.5.4

Cracked Surface Preparation and Cleaning

The Contractor shall clean areas surrounding cracks of all deteriorated concrete, efflorescence, and
other contaminants that are detrimental to the adhesion of the surface sealing epoxy compound. The
Contractor shall clean the interiors of the cracks with air under sufficient pressure to remove loose
materials, including efflorescence, that are entrapped in cracks.

29.5.5

Sealing Cracks for Resin Injection

After cleaning, the Contractor shall drill injection port holes using a swivel drill chuck and hollow drill
bits. They shall also use a vacuum attachment to remove dust and debris that were generated during
drilling. The Contractor shall determine the spacing of the injection port holes by the size of the crack
and the depth of the crack in the concrete substrate. Generally, injection ports shall be spaced from
100 mm to 200 mm apart. The Contractor shall conduct field trials to determine the actual spacing
of injection ports. For dry cracks, the Contractor shall drill the holes to a minimum depth of 16 mm,
being careful to align the hole along the plane of the crack so that the hole follows the crack for the
full 16 mm depth. For wet/damp cracks, the Contractor shall drill the holes to a minimum depth equal
to one-half the thickness of the concrete element into which resin injection will be applied to ensure
that the entire crack is filled with resin.

The Contractor shall insert injection ports in the drilled holes to an appropriate depth, allowing for a
small reservoir below the injection port.

After cleaning cracks and drilling injection port holes, the Contractor shall seal the crack surface and
the injection ports with suitable epoxy mortar.

29.5.6

Resin Injection

The Contractor shall inject resin in accordance with the resin

manufacturer’s instructions. The

Contractor shall conduct field trials to determine the actual injection procedures and pressures,
based on crack widths, crack depths into the substrate and the sufficiency of the results.

29.5.7

Cleaning after Resin Injection

After completing resin injection work, the Contractor shall clean concrete surface areas of excess
resin materials and injection ports. When cleaning after injecting resin, the Contractor shall not
damage the concrete by scraping, light sand blasting, grinding, using solvents, or applying any other
cleaning method. The Contractor shall apply only cleaning methods that have been approved by the
Engineer. Excess materials shall be cleaned so that no resin material or injection ports extend
beyond the plane surface of the concrete.

29.5.8

Acceptance of Resin Injection

The Contractor

shall drill three cores located in each day’s work as directed by the Engineer. The

Contractor shall take drilled core samples that contain representative crack sizes. The Engineer will

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