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

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Bridge and Highway Metal Component Manufacturers, or equivalent. The Contractor shall supply
documentation with the shop drawings.

26.3.2

Submittals for Joint Sealing Systems

This article shall apply to following joint sealing systems:

1. Compression seal expansion joints

2. Preformed elastomeric neoprene profile seal expansion joints

3. Low-density, closed cell, cross-linked, nitrogen-blown seal expansion joints

As with all bridge deck joint designs, a critical factor is accurately predicting the anticipated
movement. If a compression seal is too big for an opening, it will bulge above

a deck’s surface and

become exposed to traffic, which can cause premature wear. If a compression seal is too small for
an opening, it will lose compression and fall out.

The Contractor shall provide the Manufacturer of the joint sealing system with a working drawing for
each installation. Such drawings shall include all of the following information:

a. Identification and orientation of each joint

b. Length of each joint, including a turn up of at least 150 mm at both barrier faces

c. Total projected movement range of each joint

If the Project involves the installation of bridge deck joints acros

s the bridge’s full width, working

drawings shall indicate the use of a full-length seal. If traffic conditions require joint seal installation
in stages, working drawings shall indicate splice points.

If existing edge beams are to remain as joint headers, the Contractor shall also give the Manufacturer
of the seal the following information:

•

Joint width measurements taken at 600 mm intervals along the full length of the joint, plus a

measurement of the joint width of each barrier in the area of the turn ups

•

Ambient temperature, taken at the same times as the width measurements

The Manufacturer of the joint sealing system shall use this information to determine required
quantities of materials and each joint’s profile size. The Manufacturer shall enter this data on working
drawings, verify that the data is accurate, and submit a copy to the Engineer for review. Drawings
from the Contractor shall indicate such verification. The E

ngineer’s approval is required before the

Contractor installs a joint seal. Such approval shall not relieve the Contractor of any responsibility
for conforming to specifications and plans.

26.3.3

Submittals for Strip Seal Type Expansion Joints

The strip seal joint Manufacturer shall be prequalified with a five year proven history of successful
product manufacture and have AISC certification, as defined in their AISC 204-08, or equivalent.

Before fabricating any joints, the Contractor shall submit shop drawings and expansion joint details
and requirements to the Engineer for review and approval. Shop drawings shall meet all
requirements outlined in this chapter. Before final acceptance of an expansion joint, the Contractor
shall submit the Manufacturer certifications that verify that the entire expansion joint assembly and
all its accessories meet the requirements of the Contract plans, specifications, and approved shop
drawings.

The Contractor shall provide shop drawings for any proposed joint installation. The Engineer must
approve  all  shop  drawings,  which  must  indicate  such  approval,  before  installation  of  a  joint.  The
Engineer  shall  review  the  Contractor's  working  drawings  to  ensure  that  the  Contractor  properly
interprets  the  Contract  plans.  The  Owner  shall  assume  no  responsibility  for  the  accuracy  of  the
drawings. The Owner approval for the C

ontractor’s drawings shall not relieve the Contractor of any

responsibility for conformity to specifications and Contract plans.

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Shop drawings that the Contractor submits for review and approval by the Engineer shall specifically
include the following items:

a. The

Manufacturer’s brochures related to the proposed joint. Such brochures shall include all

physical dimensions for components, installation procedures, material certifications, and a
table of variable temperatures and dimensions.

b. Drawings that detail installation of the joint. Such drawings shall indicate lengths of

component members, treatments for any directional changes, shop splices for steel channels
(gland components shall not be spliced in the field), and the fabrication of metal components
at barriers, curbs, and parapets.

As with compression seal designs, movement ratings must be correctly anticipated. Openings, as
measured along the centreline of the bridge, should not exceed the preferred maximum of 100 mm.
This limitation improves the ride, reduces live load impact, and reduces danger to motorcyclists and
bicyclists. For sealing element installations, the Owner prefers joint opening dimensions of 50 mm.

The Engineer may require the Contractor to furnish whatever samples are needed to perform
specified materials qualification tests. The Engineer shall provide written acceptance of any joint to
be used in the Project work.

Joint movements and construction material temperatures are vital to designing expansion joints. The
joint’s complete expansion-contraction cycle must be known before selecting the proper system and
Manufacturer.

26.3.4

Submittals for Finger Type Expansion Joints

The Contractor shall submit to the Engineer shop drawings prepared by the joint manufacturer
showing the finger size and spacing and configuration of the assembly which shall satisfy the skew
alignment and expansion requirements for each joint as indicated on the Contract plans. Special
considerations shall be taken in providing the proper precautions to ensure the water-tightness of
this type of joints.

26.3.5

Submittals for Elastomeric Expansion Joints

The Contractor shall submit a certification by the Manufacturer, stating that the joint and the
accessory items meet the requirements of these standard specifications. The Engineer will request
the Contractor to furnish whatever samples may be required to perform the tests specified to qualify
the material. Acceptance of the elastomeric expansion joint to be used in the Project shall be subject
to written approval of the Engineer. Special considerations shall be taken in providing the proper
precautions to ensure the water-tightness of this type of joints.

26.3.6

Submittals for Modular Bridge Joint System

The Contractor shall submit details of any modular bridge joint system (MBJS) to the Engineer for
approval before the Contractor fabricates an MBJS. With these details, the Contractor shall also
submit installation and waterproofing shop drawings. At a minimum, shop drawings shall include the
following details:

a. Plan and section views of the MBJS for each movement rating and roadway width, showing

dimensions and tolerances

b. All welded centerbeam (support) bar joints, with all shop and field splices, only full strength

welds meeting the strict requirements of fatigue shall be acceptable

c. Complete details of all components and sections, with all material incorporated into the MBJS

d. All ASTM, AASHTO, or other material designations

e. A corrosion protection system for the MJS

f. Lifting locations and lifting mechanisms (as parts of an integral installation plan)

g. Temperature adjustment devices and opening dimensions relative to temperature

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The Contractor shall also submit the following test reports and certificates to the Engineer for review
and approval:

1. The

Manufacturer’s certificate of compliance with the AISC’s quality certification program for

simple steel bridges.

2. Certification that welding inspection personnel are qualified and certified as welding

inspectors in accordance with the American Welding

Society’s

Standard for Certification of

Welding Inspectors

(AWS QC1).

3. Documentation that any personnel performing nondestructive evaluation (NDE) are certified

by the American Society for Nondestructive Testing (ASNT).

4. The M

anufacturer’s certificate of compliance for polytetrafluoroethylene (PTFE) sheeting and

fabric.

5. Certification that the MBJS passed prequalification tests (as outlined in Section 26.4.7).

6. Certification that bearings, springs, and equidistant devices are the same formulation,

Manufacturer, and configuration as those used in prequalification tests, as required in Section
26.4.7. Each certification shall provide the name and address of the Manufacturer of the
springs, bearings, and equidistant devices.

7. Design calculations sealed by a registered professional engineer. The design calculations

shall include a fatigue design and a load factor design for all structural elements, connections,
and splices.

8. Plan for replacement of parts that are subject to wear, as allowed for in the design.

9. A written maintenance and part replacement plan prepared by the joint

’s Manufacturer. This

plan shall include a list of parts and instructions for maintenance inspection, acceptable wear
tolerances, methods for determining wear, and procedures for replacing worn parts.

10. Method of installation that, at a minimum, includes a sequence, installation gap settings for

various temperatures, support methods during placement of the concrete, and details for
installation at curbs.

11. Recommendations for storage of the MBJS.

12. Details for temporary support when shipping and handling the joint.

13. Welding procedure specifications.

14. Any required changes to the blockout reinforcement to accommodate the MBJS.

15. Temporary bridging plan for any MBJS for which construction traffic is anticipated after

installation.

26.3.7

Submittals for Fixed Joint Seals

The Contractor shall submit a certification by the Manufacturer, stating that the joint and the
accessory items meet the requirements of these standard specifications. The Engineer will request
the Contractor to furnish whatever samples may be required to perform the tests specified to qualify
the material. Acceptance of the fixed joint seal to be used in the Project shall be subject to written
approval of the Engineer.

26.3.8

Submittals for Asphaltic Plug Type Joint

The Contractor shall submit details of previous projects within the U.A.E. These should demonstrate
the suitability of the system and materials proposed, in particular, for heavy traffic and high
temperature.

The supplier shall provide the Engineer with the following information, in a printed form, for each APJ
system:

1. Description or proprietary name of joint

2. Horizontal movement capacity

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3. Vertical movement capacity

4. Composition

– aggregate, binder, bridging plate, caulking, and flashing.

26.4

Materials for Bridge Deck Joint Systems

Unless the Contract documents specify otherwise, the Contractor shall use one of the following
systems of expansion joints as approved by the Engineer:

1. Compression seal expansion joints

2. Preformed elastomeric neoprene profile seal expansion joints

3. Low-density, closed cell, cross-linked, nitrogen-blown seal expansion joints

4. Strip seal type expansion joints

5. Finger type expansion joints

6. Elastomeric expansion Joints

7. Modular bridge joint system

Materials for bridge deck joint systems shall meet the requirements outlined in this section.

26.4.1

Compression Seal Expansion Joints

In general, bridge deck compression seal expansion joint materials shall conform to the following
specifications:

a. Preformed elastomeric joint seals of multiple web design shall conform to AASHTO M 220-

84 (2012), (ASTM D2628 - 91(2011)).

b. Lubricant-adhesive for use with preformed elastomeric seals shall conform to ASTM D4070

- 08.

c. Deck joint seal assemblies shall be of an approved type for each size required and shall

conform to the specifications provided by the Manufacturer at the time of approval.

d. All Steel and fabricated steel components shall be galvanised and conform to the

requirements outlined in Section 23.4.10 of Chapter 23, Steel Structures.

26.4.2

Preformed Elastomeric Neoprene Profile Seal Expansion Joints

At a minimum, a preformed elastomeric neoprene profile seal shall meet the following requirements:

a. Capability to be evacuated of air during installation

b. Capability to be pressurized with air during the adhesive curing time

c. Compatibility with the epoxy adhesive, and header material (if required)

d. Ability to withstand 50% expansion and 50% contraction (total 100%)

e. Ability to withstand the effects of vertical and lateral movements, skew movements, and

rotational movements without adhesive or cohesive failure

The Contractor shall ensure that preformed elastomeric neoprene profile meets the requirements of
ASTM D2628 - 91(2011) and that the adhesive used with preformed elastomeric neoprene profile
seals is a two-component epoxy-

based thixotropic paste that meets the seal manufacturer’s

requirements.

26.4.3

Low-density, Closed Cell, Cross-Linked, Nitrogen-blown Seal Expansion Joints

At a minimum, a low-density, closed cell, cross-linked, ethylene vinyl acetate, polyethylene
copolymer, nitrogen-blown seal shall meet the following requirements:

a. Held in place by a two-component, 100% solid, modified epoxy adhesive

b. Compatibility with the epoxy adhesive, and header materials (if required)

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c. Preformed, resistant to abrasion, oxidation, oils, gasoline, salt, and other materials that may

be spilled on or applied to the surface

d. Grooved, with grooves approximately 3 mm wide by 3 mm deep, spaced from 6 mm to 13

mm apart, and running along the entire length of the seal’s bonded surface

e. Designed so that, when compressed to 50% of original width, the centre portion of its top

does not extend upward above the seal’s original height by more than 6 mm

f. Recessed below the riding surface throughout the normal limits of joint movement

g. Resistant to ultra violet rays

h. Beige or gray

i. Shop-marked such that the top and bottom are clearly visible during installation

The Contractor shall ensure that a low-density, closed cell, cross-linked, ethylene vinyl acetate,
polyethylene copolymer, nitrogen-blown seal has a working range of 30% tension and 60%
compression. Such seals shall have physical properties that comply with the details shown in Table
26-2.

Table 26-2: Physical properties for low-density, closed cell, cross-linked, ethylene vinyl

acetate, polyethylene copolymer, nitrogen-blown seal

Test

Requirements

Test method

Tensile strength

0.80 MPa

ASTM D3575 - 08
(Suffix T)

Elongation at break

255% min.

ASTM D3575 - 08
(Suffix T)

Weather-related
deterioration

No deterioration for at least 10 years

AASHTO T 42-10
(Accelerated Weathering)

Compression/Set

0.069 MPa min., 0.414 MPa maximum @
50% deflection of original thickness

ASTM D3575 - 08
(Suffix D)

Tear strength

20 kN/m

ASTM D624 - 00(2012)

Density

45 to 54 kg/m

ASTM D3575 - 08

Low-density, closed cell, cross-linked, ethylene vinyl acetate, polyethylene copolymer, nitrogen-
blown seals shall use a two-component, 100% solid, modified epoxy adhesive that meets the
requirements of ASTM C881 / C881M - 10, Grade 2, Class C. Such adhesives shall have physical
properties as shown in Table 26-3.

Table 26-3: Physical properties for the adhesive used with the low-density, closed cell,

cross-linked, ethylene vinyl acetate, polyethylene copolymer, nitrogen-blown seals

ASTM

Value

Tensile strength

ASTM C881 / C881M - 10

24 MPa (minimum)

Compressive strength

ASTM D695 - 10

48 MPa (minimum)

Shore D hardness

ASTM D2240 - 05(2010)

Water absorption

ASTM D570 - 98(2010)e1

0.25% by weight

Bond strength

ASTM C882 / C882M - 12

2.97 MPa

For applications on moist or hard to dry concrete surfaces, an adhesive shall be as specified by the
joint material’s Manufacturer.

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26.4.4

Strip Seal Type Expansion Joints

Each bridge deck strip seal joint, shall have a continuous elastomeric strip seal gland with extruded
steel channels. Such glands shall be a vulcanized elastomeric compound that uses only polymerized
chloroprene as its basic elastomer.

The Contractor shall provide to the Engineer certified test results from the strip seal

gland’s

Manufacturer that verify that the gland has the properties shown in Table 26-4.

Table 26-4: Physical properties of the strip seal gland

Physical property

ASTM test method

Requirements

Tensile strength (minimum)

ASTM D412 - 06ae2

13.8 MPa

Elongation @ break % (minimum)

ASTM D412 - 06ae2

250 %

Hardness, Type A durometer, points

ASTM D2240 - 05(2010)
(Modified)

55 ± 5 points

Oven aging, 70h @ 100° C:
Tensile strength loss
Elongation loss
Hardness (Type A durometer)

ASTM D573 - 04(2010)

20% maximum
20% maximum
0 to +10 change in
points

Oil swell, ASTM oil no. 3, 70h @ 100° C,
maximum weight change

ASTM D471 - 12

45%

Ozone resistance, 20% strain, 300 pphm in
air 70h @ 40°C

ASTM D1149 - 07(2012)
(Modified)

no cracks

Low temperature stiffening, 7 days @ -10° C:
Hardness (Type A durometer)

ASTM D2240 - 05(2010)

0 to +15 change in
points

Compression Set, 70h @ 100° C maximum

ASTM D395 - 03(2008)
Method B
(Modified)

40%

Steel channels shall be extruded in one piece from grade 50W (Grade 345 W) steel that complies
with ASTM A588 / A588M - 10. Such elements shall not be exposed aluminium.

A lubricant or adhesive shall bond a seal to steel elements. Such lubricant or adhesive shall be a
one-part moisture curing polyurethane and hydrocarbon solvent mixture that meets the requirements
of ASTM D4070 - 08.

Studs in an anchorage system shall meet the requirements outlined in Section 30.5 of Chapter 30,
Miscellaneous Metal. Straps that the Contractor uses to erect the bridge deck joint sealing system
shall be grade 36 (Grade 250) steel as defined in ASTM A588 / A588M - 10.

All steel surfaces not embedded in concrete shall be treated for corrosion protection in accordance
with the Manufacturer’s recommendations. Backer rod shall be placed in the steel anchoring
element’s’ seal cavity if painting is required.

26.4.5

Finger Type Expansion Joints

Each joint element shall be anchored to the concrete with galvanized high strength bolts. The finger
joint assembly shall be drained by installation of a 2-layer-thick hypalon-neoprene membrane placed
at the base of the joint and across the expansion gap as indicated on the Contract plans. Materials
used in the manufacture of the finger type expansion joints shall comply with the requirements of
ASTM A307-10 and ASTM A588 / A588M - 10. In general, the materials incorporated in the finger
type expansion joint shall comply with the following:

Drainage Collector:

A hypalon-neoprene double layer sheet (European commercial name

Coverlight TH4 26/26) having the following characteristics:

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Weight

0.600 kg/m²

Thickness

5.5 to 6.0 mm

Tensile strength (on a 5 x 20 cm specimen)

330 kg

Tear strength

28 kg

Compression resistance (Nullen test)

5.4 MPa

Hypalon is a commercial name for chlorosulphonated polyethylene (CSM), Neoprene is a
commercial name for chloroprene (CR).

Steel:

All steel components shall comply with ASTM A588 / A588M - 10.

Bolts, Washers and Accessories:

Class 8.8 complying with American National Standard Institute

ANSI B18.2.1-1981, Square and Hex Bolts and Screws, Including Askew Head Bolts, Hex Cap
Screws and Lag Screws.

Corrosion Protection

: Zinc metal spraying thickness 102 microns.

Coupling Sleeve:

American Iron and Steel Institute (AISI) Type 410.

26.4.6

Elastomeric Expansion Joints

The elastomeric expansion joints shall consist of integrally molded units of neoprene and bonded
steel components so arranged as to provide for the expansion and contraction movements of the
bridge deck with one of the steel components bridging the joint gap and of sufficient strength to carry
wheel loads across the joint.

The expansion joints shall seal the deck surface to prevent moisture and other contaminants from
descending onto the abutment and pier caps and shall have provisions for adequate anchoring of
the joint assembly to the bridge deck. There shall be no appreciable change in the deck surface with
the bridge expansion and contraction movements. All the expansion and contraction movements of
the bridge deck shall be taken entirely by deformation of the neoprene.

The elastomer portion of the expansion joints shall be neoprene having the following physical
properties as determined by the following ASTM requirements shown in Table 26-5:

Table 26-5: Physical properties of the neoprene for elastomeric expansion joints

Property

ASTM Test
Method

Performance
Requirements

Tensile Strength

ASTM D412 -
06ae2

12.3 MPa minimum

Elongation at break

ASTM D412 -
06ae2

400%, minimum

Hardness, Type A Durometer

ASTM D2240 -
05(2010)

50 ± 5 points,

Compression Set 22 hours at 70°C

ASTM D395 -
03(2008)
(Method B)

20%, maximum

Low Temperature

ASTM D746 - 07

Not brittle at -40°C

Ozone Resistance
Exposure to 100 pphm ozone for 70 hours @
38°C sample under 20% strain

ASTM D1149 -
07(2012)

No failure cracks

Oil Deterioration
Volume increase after immersion in ASTM Oil #3
for 70 hours @ 100°C

ASTM D471 - 12

120%, maximum

The dimensional tolerances of the neoprene portion of the elastomeric joint shall be minus zero mm
to plus 6 mm for the width and length, and minus zero mm to plus 3 mm for the thickness of the
exterior dimensions required on the Contract plans measured at 21°C.

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The sealant for sealing joints between the expansion joint units, along the edges of the expansion
joint, and the bolts and plugs shall be a high solids, one-part polyurethane based sealant that cures
quickly, without shrinkage, into a rubber with high elongation characteristics and excellent "memory."
The sealant shall be capable of bonding to concrete, steel, and neoprene without the use of a primer.
When cured, the sealant shall possess excellent abrasion resistance and shall resist attack by salt,
oil, and road chemicals. The sealant to be used shall meet with the approval of the manufacturer of
the neoprene expansion joint.

When test specimens are cut from the finished product a 10 percent variation in "Physical Properties"
may be allowed by the Engineer.

The flexible epoxy for filling void space around the nut fasteners shall consist of a black two
component flexible epoxy sealant having the following physical properties as shown in Table 26-6:

Table 26-6: Physical properties of black two component flexible epoxy sealant

Base Material

Flexibilized Epoxy Resin

Color

Black

Weight/Liter (Mixed materials)

1.05 kgs./liter

Mixing Time

2 min. @ 24°C with 50 strokes minimum

Pot Life

10-15 minutes @ 24°C

Initial Cure

4 hours @ 24°C

Final Cure

48 hours @ 24°C

Shelf Life

12 months minimum (components separate)

Hardness Shore A Durometer

80 ± 10

The flexible epoxy shall be supplied either in cans or preassembled cartridges. Flexible epoxy shall
meet with the approval of the manufacturer of the expansion joint. Flexible epoxy must also be a
material compatible with and having the physical characteristic, when cured, similar to the neoprene
of the joint.

The adhesive/sealant bedding epoxy for bonding the expansion joint to concrete or steel shall be
supplied in premeasured cartridges or cans and shall consist of a grey, two component flexible epoxy
having the following physical properties as shown in Table 26-7:

Table 26-7: Physical properties of grey two component flexible epoxy

Base Material

Epoxy Resin

Color

Concrete Grey

Weight/Liter (Mixed Materials)

1.44 kgs./liter

Solids Content

98% minimum by weight

Mixing Time

2 min. @ 24°C with 50 strokes minimum

Pot Life

25-30 minutes @ 24°C

Initial Cure

4 hours @ 24°C

Final Cure

48 hours @ 24°C

Shelf Life

12 months minimum (components separate)

Tensile Strength

20.6 MPa

Elongation

7% @ 24°C

Water Absorption

1.0% maximum

Bond Strength to Concrete

Concrete fails before bond

All structural steel for use in elastomeric expansion joints as detailed on the Contract plans shall
comply with the requirements of ASTM A1011 / A1011M - 12b or ASTM A36 / A36M - 08.

Structural steel angles and anchors shall be fabricated and hot dip galvanized in accordance with
the requirements of ASTM A123 / A123M

– 12 and Section 23.4.10 of Chapter 23, Steel Structures,

of these Standard Specifications.

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a. Anchor Bolts

Anchor bolts for joint seals shall be hot dip galvanized in accordance with ASTM A153 / A153M - 09,
commercial grade bolts set in epoxy mortar in holes cored in the deck in accordance with approved
shop drawings.

Surfaces of holes cored in the concrete shall be carefully prepared to provide a cleaned, textured
surface to which the epoxy mortar can successfully bond. Faces shall be mechanically tooled until
surface glaze and contamination have been removed; dusted to remove all residue; dried thoroughly;
and then primed with hydrophobic epoxy resin immediately prior to setting the anchor bolts in epoxy
mortar. Bolts shall be degreased with white spirit alcohol and dried thoroughly. Coring and setting of
anchor bolts shall not be done until a minimum of 7 days after concrete is poured.

b. Epoxy Mortar

Epoxy mortar shall consist of a mixture of aggregate and epoxy binder. Aggregate shall consist of
well graded, clean, hard quartzite particles of 2 mm maximum size. Aggregate shall be dried till the
moisture content is less than 0.2 percent by weight and then shall be sealed in plastic containers
until required for mixing on site. Binder for epoxy mortar shall be two part, cold curing, solventless
epoxy resin supplied by an approved Manufacturer. Primer shall be compatible with the epoxy resin
binder and shall be supplied by the same Manufacturer. The type of resin selected shall be
recommended by the Manufacturer for this application and shall meet with the approval of the
supplier of the component on which it is to be used.

Components of the epoxies shall be proportioned, mixed, applied and cured strictly in accordance
with the Manufacturer's printed recommendations. Mixing shall be carried out in an efficient
mechanical device which ensures that all components are fully dispersed and wetted. The two parts
of the epoxy binder for the mortar shall be thoroughly mixed first without frothing and the aggregate
added progressively. Mixed epoxy mortar which has begun to cure before it has been placed and
compacted shall be rejected and a fresh batch mixed.

Anchor bolts shall not be set in epoxy mortar when the ambient temperature is less than 10 degrees
Celsius. Concrete surfaces shall be primed. Bolts shall be coated with epoxy mortar and assembled
in such a way as to avoid trapping air bubbles in the mortar. Epoxy mortar shall be compacted around
the anchor bolts and trowelled level with the concrete surface. The anchor bolts shall be located
using a template and securely held in place until the epoxy mortar has cured.

26.4.7

Modular Bridge Joint Systems

Materials for a modular bridge joint system (MBJS) shall conform to the following specifications:

a. MBJS shall conform to the specifications provided by its Manufacturer.

b. MBJS shall be prequalified by satisfying all of the testing requirements detailed in Appendix

A19 in Section 19 of the

AASHTO LRFD Bridge Construction Specifications

, which validate

the use of an approved MBJS for a limited range of applications.

c. MBJS designs shall comply with

Article 14.5, “Bridge Joints,” of the

AASHTO LRFD Bridge

Design Specifications

d. Preformed elastomeric joint seals of multiple-web design shall conform to AASHTO M 297-

10 (ASTM D3542 - 08).

e. Preformed elastomeric joint seals of the strip type shall conform to ASTM D5973 - 97(2007).

f. Seals shall be continuous; seals shall not include splices unless such are specifically

approved by the Engineer.

g. Lubricant-adhesive for use with preformed elastomeric seals shall conform to ASTM D4070

- 08.

h. Springs, bearings, and equidistant devices (sometimes referred to as

control springs

) shall

have the same material composition, formulation, and configuration as control springs used
in prequalification tests. Their Manufacturer and fabrication procedure shall also match
control springs used in such test.

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i. Urethane foam shall conform to ASTM D3574 - 11.

j. Polytetrafluorethylene (PTFE) shall be 100-percent virgin Teflon, woven PTFE fabric, or

dimpled PTFE that conforms to the requirements for PTFE sliding surfaces outlined in
Section 25.4.11 of Chapter 25, Bearing Devices. Every sliding surface shall be PTFE.

k. Sliding surfaces shall have type 304 stainless steel sheets as defined in ASTM A240 / A240M

- 12. In severe environments, such sheets shall be type 316 steel as defined in ASTM A240
/ A240M - 12.

l. Steel and fabricated steel components for members that are not fracture-critical shall conform

to the applicable requirements of Chapter 23, Steel Structures, with the following exceptions:

•

Welding shall conform to the requirements of ANSI/AWS D1.1/D1.1M:2010

Structural

Welding Code-Steel,

•

Fasteners and their holes can deviate from the requirements in Chapter 23, Steel

Structures, if they were used in the prequalification tests.

m. The Contractor shall furnish manufacturing certificate to the Engineer stating that the

materials have been sampled, tested and inspected in accordance with this specifications
and have met the requirements.

26.4.8

Fixed Joint Seal

The joint sealer shall be of a neoprene, preformed or extruded type, of essentially the size and shape
indicated on the Contract plans. The preformed joint sealer material shall comply with the
requirements of AASHTO M 220-84 (2012) (ASTM D2628-91 (2011)). The joint sealer shall be such
that it will repel the intrusion of stones, dirt, etc., into the joint or into the material itself. Lubricant
adhesive for use with preformed sealer shall conform to ASTM D4070

– 08.

All structural steel for use in the fixed joint shall comply with the requirements of ASTM A36 / A36M
- 08, and as specified in Chapter 23, Steel Structures, for fabrication and welding. All structural steel
assemblies shall be hot dip galvanized in accordance with ASTM A123 / A123M

– 12 and with

Section 23.4.10 of Chapter 23, Steel Structures.

26.4.9

Asphaltic Plug Joint (APJ)

Material, testing and application requirements for field molded asphaltic plug joints (APJs) used in
expansion joint sealing on asphalt concrete overlay and portland cement concrete decks shall
comply with the requirements of ASTM D6297

– 13. The asphaltic binder to be used shall be a

thermoplastic polymeric-modified asphalt or hot laid elastomer modified bitumen bound material. The
aggregates shall be crushed, washed, and dried. Physical properties of the asphalt such as softening
point, tensile adhesion, ductility, resilience, and flexibility shall also be tested and shall conform to
ASTM D36 / D36M

– 12, ASTM D113 – 07, ASTM D5 / D5M – 13, and ASTM D217 - 10.

Rubber bitumen sealant shall comprise a hot applied sealant composed of bitumen, rubber extender
and filler conforming to the requirements of ASTM D6690

– 12, ASTM D5167 – 13, ASTM D5249 –

10, and ASTM D5329

– 09.

The Contractor shall propose and submit for the Engineer’s review and approval practical means of
testing the watertightness aspects of the individual systems, either in the field or at approved testing
laboratory.

26.4.10

Header Materials

The Contractor shall use elastomeric concrete or epoxy concrete for header material where indicated
in the Contract plans or specified in the particular specifications. Otherwise, the usage of these
materials shall be strictly in accordance with the direction of the Engineer for the intended application.

Mixes and uses of elastomeric and epoxy concrete materials shall be in accordance with this section
and in compliance with the Manufacturers’ guidelines.

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By consulting the most reliable forecasts, the Contractor shall ensure that ambient temperatures will
fall between 7º C and 38º C throughout the installation of elastomeric concrete material, and will not
be less 13º C during the installation of epoxy concrete material.

The Contractor shall not permit traffic to drive over sealed joints until the header material has
hardened enough to prevent deck movement and other vibrations from displacing the seal.
Elastomeric concrete shall cool and solidify for at least one hour before a bridge roadway is open for
traffic. Epoxy concrete shall cure for at least two hours before a bridge roadway is open for traffic.

26.4.10.1

Elastomeric Concrete

a. Elastomeric Concrete Material

Elastomeric concrete material includes two-component elastomer and prebagged fillers. The
Contractor shall mix elastomeric concrete material and use it according to its Manufacturer’s
recommendations. For such mixing and use, the Contractor may need to apply heat to accelerate
curing and to ensure a quality bond between concrete and steel. Elastomeric concrete shall have
the following features:

1. Compatibility with all allowable joint seal materials and with all concrete or steel to which it is

bonded

2. Provision of a smooth riding surface across the joint

3. Capability of being mixed by normal equipment

4. Capability of being mixed and placed when temperatures range from 7º C to 38º C

b. Elastomeric Concrete Cured Binder Material

The Contractor shall ensure elastomeric concrete cured binder material (without filler) has the
physical properties shown in Table 26-8.

Table 26-8: Physical properties for elastomeric concrete cured binder material (without

filler)

Test

Requirements Test method

Before oven aging:

Tensile strength (minimum)

5.2 MPa

ASTM D638 - 10

Elongation at break (minimum)

200%

ASTM D638 - 10

Hardness (Type D durometer)

39 - 58

ASTM D2240 - 05(2010)

Compression set, 22 hrs at maximum 70°
C

80%

ASTM D395 - 03(2008) Method
B

Tear resistance (minimum)

2.7 kg/mm

ASTM D624 - 00(2012)
50 mm/min

Water absorption (maximum)

1.2%

ASTM D570 - 98(2010)e1

Heat shrinkage (maximum)

1.6%

ASTM D1299-55(1979)E01

Impact strength (minimum)

9.5 N m

Article d of Subsection 26.4.10.1

Properties after oven aging at 70° C for 72 hours

Tensile strength (minimum)

10.34 MPa

ASTM D638 - 10

Elongation at break (minimum)

200%

ASTM D638 - 10

Hardness (Type D durometer)

90, ± 3

ASTM D2240 - 05(2010)

Impact strength (minimum)

9.5 N m

Sub-article d of Article 26.4.10.1

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c. Elastomeric Concrete Binder Material

The Contractor shall ensure that the elastomeric concrete binder material (with filler) has the physical
requirements shown in Table 26-9.

Table 26-9: Physical requirements for elastomeric concrete binder material (with filler)

Test

Requirements Test method

Resilience at 5% deflection (minimum)

70%

Sub-article d of Article 26.4.10.1

Bond strength to concrete (minimum*)

2.6 MPa

Sub-article d of Article 26.4.10.1

Wet bond strength to concrete (minimum*)

1.7 MPa

Sub-article d of Article 26.4.10.1

Pot life (minimum)

5 minutes

Sub-article d of Article 26.4.10.1

*greater than concrete failure strength (tensile strength)

d. Testing Method for Elastomeric Concrete

The Contractor shall use this test method to determine pot life, bond strength to concrete, wet bond
strength to concrete, resilience at 5 percent deflection, and impact strength of elastomeric concrete
material covered under Article 26.4.10.1 of these Specifications.

1. Apparatus

The apparatus shall consist of the following:

i. Containers: Use containers big enough to weigh each component to the proper ratio.

Also, use a container big enough to hold all components during mixing.

ii. Paper Cups: Use unwaxed paper cups, 480 ml, 75 mm diameter base.

iii. Wooden Tongue Depressors

iv. Large Spoon or Spatula

v. Balance: Use a balance capable of weighing the components; accurate to 1 g.

vi. Stopwatch: Use a watch with one-second divisions.

vii. Molds: Use briquet molds as specified in AASHTO T 132:1987 (R2013).

viii. Riehle Briquet Tester: Use the tester or equivalent that meets the requirements of

AASHTO T 132:1987 (R2013).

ix. Saw: Use a diamond-tooth saw or other cutting tool capable of producing clean, smooth

faces.

x. Testing Machine: Use the machine specified in ASTM D638 - 10, equipped with a drive

mechanism to allow a testing speed of 5 mm/min.

xi. Molds: Use cylinder molds (75 x 150 mm)

xii. Steel Ball: Use a 414 g ± 23 g steel ball.

2. Sample Size and Preparation

i. Prior to testing, condition the components to a room temperature of 24

C ± 2

ii. After conditioning, stir each component to redisperse any settled material. Be careful not

to contaminate one component with the other.

3. Procedures

Pot Life (with filler)

i. Use the proper size containers to measure each component in proper ratio.

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ii. Follow the manufacturer's recommendation, if applicable, to add the resin and catalyst

to be mixed before adding the fillers.

iii. Mix the components together with a large spoon or a spatula in the large mixing

container.

iv. Start the timer as soon as the resin and catalyst are combined.

v. Ensure that all measured material is added and that the components are mixed

thoroughly.

vi. Weigh out 100 g of the mixed material into a 480 ml cup. Place the material in the bottom

of the cup so that the 100 g will be one mass.

vii. Place the sample on a wooden surface that is free of excessive drafts.

viii. Use a wooden tongue depressor to occasionally probe and lightly stir the material to

determine the pot life. The time it takes the material to become unworkable will be
considered the pot life.

II.

Bond Strength to Concrete (with filler)

i. Prepare cement mortar briquets according to AASHTO T 132:1987 (R2013). Use Type

I or III cement meeting the requirements of AASHTO M 85-12, and 20-30 standard sand
meeting the requirements of ASTM C190-85.

ii. Allow the briquets to cure for at least 7 days.

iii. Saw the briquets in half at the centerline perpendicular to the long axis.

iv. Abrasive blast the cut faces lightly and blow clean with compressed air.

v. Place three briquet halves back in the molds and cast elastomeric concrete into the

remaining mold spaces. This creates specimens that are half mortar and half elastomeric
concrete.

vi. Cure the specimens for 7 days at 24

C ± 2

C, in 50 percent, ± 10 percent relative

humidity.

vii. After the required curing time, tensile-load the specimens in the briquet tester at a loading

rate of 2669, ± 110 N/minute.

viii. Report the average bond strength to concrete obtained on the specimens.

III.

Wet Bond Strength to Concrete (with filler)

i. Prepare the specimens in accordance with Procedures, Step II, i through vi.

ii. After the required curing time, submerge the specimens in water at 24

C ± 2

C for 7

days.

iii. At the end of 7 days, remove the specimens from the water and immediately tensile-load

them in the briquet tester at a loading rate of 2669, ± 110 N/minute.

iv. Report the average wet bond to concrete obtained on the specimens.

IV.

Resilience at 5 Percent Deflection (with filler)

i. Mix enough material according to the manufacturer's instructions to make three, 75 x

150 mm cylinders.

ii. Make the cylinders in three layers and rod them 25 times per layer. Trowel the tops

smooth.

iii. Cure the cylinders 7 days at 24

C ± 2

C, in 50 percent, ± 10 percent relative humidity.

iv. At the end of 7 days, remove the cylinders from the molds. Make sure the ends of the

cylinders are relatively perpendicular to the axis. If not, square them with a saw.

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v. Make four measurements at the quarter points around the circumference of the cylinders.

Measure to the nearest 0.025 mm the height of the cylinders. Mark these points on the
side of the cylinders.

vi. Determine the average height of each cylinder.

vii. Compression-load the cylinder at 5 mm/minute, to 95 percent of its original height.

Measure deflection with a micrometer to the nearest 0.025 mm.

viii. Remove the load and let recover for 5 minutes.

ix. Measure the average height again to the nearest 0.025 mm, using the same measuring

points from Procedures, Step IV. v.

x. Calculate resilience after 5 percent deflection as follows:

% Resilience =

Height after recovery − Compressed height

Deflection

x 100

Equation 26-1: Resilience after 5 percent deflection

Impact Strength (without filler)

i. Cast six specimens with diameters of 69 mm, ± 6 mm and thicknesses of 10, ± 0.6 mm.

ii. Allow the specimens to cure for 7 days at 24

C ± 2

C and 50 percent, ± 10 percent

relative humidity.

iii. Mill the cured specimens plane on both faces to the required thickness.

iv. Place three of the specimens in a freezer at (- 18

C) for at least 30 minutes.

v. Remove the specimens one at the time from the freezer. Place them on a smooth

concrete slab, on a smooth steel plate at least 13 mm thick.

vi. Drop a 4.45 kg steel ball onto the center of each specimen from an initial height of 2.1

m. Perform the drop within 10 seconds of removing the specimen from the freezer. Two
out of three specimens shall pass using the following criteria:

•

If the specimen shatters or cracks, it fails.

•

If the specimen does not shatter or crack, it passes.

vii. R

eport the final results as either “less than 9.5 metre-N” or “greater than 9.5 metre-N”

viii. Age the remaining three specimens in the oven at 70

C ± 2

C for 72 hours.

ix. Test the specimens according to Procedures, Step V, iv through vii.

26.4.10.2

Epoxy Concrete

In accordance with the Contract plans, epoxy concrete material shall meet the following minimum
requirements:

•

Compatibility with all allowable joint seal materials and with all concrete or steel to which it is

bonded

•

Able to provide a smooth riding surface across a joint

•

Able to be mixed using normal equipment

•

Able to be mixed and placed when temperatures are 13º C or higher.

The Contractor shall use header material that is a two-component rapid curing epoxy with aggregate
that cures to a dense semi-flexible, weather, abrasion, and impact-resistant epoxy concrete. Such
material shall have the physical properties shown in Table 26-10.

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Table 26-10: Physical properties of epoxy concrete material

Test

Requirements

Test method

Mixed epoxy without aggregate (before and after oven aging at 70° C for 72 hours)

Tensile strength (minimum)

10.0 MPa

ASTM D638 - 10

Elongation at break (minimum)

40%

ASTM D638 - 10

Shore D hardness

45-75

ASTM D2240 - 05(2010)

Pot life (maximum)

45 minutes

Sub-article d of Article 26.4.10.1

Mixed epoxy with aggregate

Compressive strength at 24 hours
(minimum)

75 MPa

ASTM C39 / C39M - 12 (76 mm
cylinders)

Resilience at 5% deflection (minimum)

75%

Sub-article d of Article 26.4.10.1

Bond strength to concrete (minimum*)

34 MPa

Sub-article d of Article 26.4.10.1

Wet bond strength to concrete
(minimum*)

1.7 MPa

Sub-article d of Article 26.4.10.1

Thermal compatibility

No
delamination

ASTM C884 / C884M - 98(2010)

**greater than concrete failure strength (tensile strength)

The qualified Manufacturer shall furnish the aggregate used in epoxy concrete. The Contractor shall
use well-graded, clean, and dry aggregate that meets the gradation requirement shown in Table
26-11. Care shall be taken to avoid air entrapment upon placement of epoxy concrete around anchor
bolts.

Table 26-11: Gradation requirement for aggregate used in epoxy concrete

Size

Percent passing by weight

No. 4 Sieve

100%

No. 80 Sieve

0-5%

Note: Test according to AASHTO T 27-11

a. Temporary Joint Filler

The Contractor shall use temporary joint filler when using epoxy concrete material. Temporary joint
filler shall be an extruded rigid cellular polystyrene with enough compressive strength to maintain
correct joint widths and to obtain relatively smooth and straight faces upon removal of the material.

26.5

Manufacturing and Fabrication of Bridge Deck Joint Systems

The Contractor shall have a joint fabricated

to match a bridge deck’s full width, unless construction

is staged (one lane at a time) or when joint lengths prohibit shipment.

26.5.1

Manufacturing Joint Sealing Systems

Compression Seal Expansion Joints:

The Contractor shall not splice preformed elastomeric joint

seals in the field, unless the Engineer specifically permits such splicing.

Expansion joint assemblies shall be fabricated by their Manufacturers and delivered to the bridge
site completely assembled, unless the Contract documents specify otherwise.

Preformed Elastomeric Neoprene Profile Seal Expansion Joints:

The Contractor shall have the

joint fabricated full width of the bridge deck, except in stage construction (one lane at a time) or when
joint length prohibits shipment.

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Low-Density, Closed Cell, Cross-linked, Nitrogen-blown Seal Expansion Joints:

The

Contractor shall have the joint fabricated full width of the bridge deck, except in stage construction
(one lane at a time) or when joint length prohibits shipment.

26.5.2

Manufacturing Strip Seal Type Expansion Joints

The seal gland shall be fabricated in one continuous strip. The Contractor shall not splice gland
material in the field.

The Owner shall not permit welding pieces together in any manner to obtain the final shape of steel
channels. When directional changes is required, the Owner may permit shop welding for this purpose
only using a complete penetration weld within the steel channels in accordance with the
Manufacturer’s recommendations.

The geometry of the steel channels shall not allow the accumulation of water and moisture.

26.5.3

Manufacturing Finger Type Expansion Joints

The finger type expansion joint units shall be shop fabricated as indicated on the Contract plans, as
specified herein and approved by the Engineer on the shop drawings. All metal surfaces shall be
given the corrosion protection after welding and prior to bolting the assembly together.

The adequacy of the joint design and installation details shall meet with the approval of the Engineer.

All welding shall comply with the requirements of Sections 23.4.11 and 23.6.10 of Chapter 23, Steel
Structures, of these Standard Specifications. The surface of the finished joint shall have an applied
welded pattern or other textured non-skid surface approved by the Engineer.

The complete unit shall be fabricated with a minimum of joints and splices. All joints and splices shall
be subject to approval of the Engineer. Joints and splices shall be designed by the Manufacturer to
prevent movement or displacement between abutting sections.

The drainage collector shall have adequate slope of at least 8% to ensure that sand accumulation
in the collector is washed away during rain storms.

26.5.4

Manufacturing Elastomeric Expansion Joints

The size selection of elastomeric expansion joints is predicated on movement of the concrete
superstructures due to shrinkage and creep of concrete and temperature change.

26.5.5

Manufacturing Modular Bridge Joint Systems

A modular bridge joint system (MBJS) shall be fabricated in accordance with the dimensions,
shapes, details, material specifications, and procedures shown in approved shop drawings. Fillet
welds shall be welded continuously. An MBJS shall not have intermittent fillet welds.

The  Contractor  shall  avoid  field  splices  if  at  all  possible.  An  entire  MBJS  shall  be  shipped  and
installed as one unit. If field splicing cannot be avoided, the Owner recommends that such splices
be located away from potential wheel paths  or under the median traffic barrier. For an MBJS, the
Contractor  shall use only field-splice details that have been fatigue-tested in accordance with the
prequalification tests outlined in Section 26.4.7. Typically, fatigue design will dictate that the span of
a  centrebeam  with the  splice  must  be  smaller  than  the  continuous  spans; generally,  the  smallest
span possible works best.

A full-penetration field weld can sometimes be made from a deck when there is only one centrebeam
and it can be lifted out enough to access the bottom of the centrebeam. The Contractor shall be
careful to prevent weld metal from getting into seal retainer grooves, which can lead to seal pullout
and leaking. The Contractor shall not use fillet or partial penetration welds. If there is more than one
centrebeam, the Contractor shall not use welded splices. The Contractor may use field splices for
edgebeam profiles, but only when fillet welds cross only part of the profile.

The Contractor shall provide lifting devices. In addition, at least three devices along each segment
of the length of an MBJS shall be provided to maintain the preset opening of a joint; such devices
shall have uniform spacing that does not exceed 4.5 metres.

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When the fabrication is completed, the Manufacturer shall perform the pre-installation inspection as
described in Article 26.6.2.426.6.7.2 to ensure that the MBJS passes inspection.

26.5.5.1 Edgebeam Profile and Anchorage

The edgebeams shall be fabricated from structural steel. The web of the edgebeam cross section
shall be at least 9.5mm in thickness. The same cross section used in the prequalification test shall
be used. Shop splices in the edgebeam profile shall be two sided, complete joint penetration groove
welds. The edgebeam shall be continuously fillet welded to the support boxes.

Anchorage shall comply with Article 14.5.6.9

, “Modular Bridge Joint Systems (MBJS),” of the

AASHTO LRFD Bridge Design Specifications

. If an edgebeam cross-section includes a horizontal

element, such element shall also be anchored to resist the full force of the wheel-load and upward
impact (from rebound).

26.5.5.2 Centerbeam and Support Bar

Centrebeams, support bars, and connection details shall be the same type as those used in
prequalification tests. Shop splices in a centrebeam

’s profile shall be two-sided, complete-joint-

penetration groove welds. In a welded multiple support bar MBJS, a weld joint between the
centrebeam and support bar shall be a full-penetration groove weld.

After welding, the Contractor shall place the centrebeam (support) bar assembly on a flat surface
and verify that the support bars lie in a single plane, with no part of the bottom of any support bars
more than 6.5 mm off the surface. The Contractor may make as many as three attempts to heat-
straighten the subassembly.

26.5.5.3 Seals

The seal Manufacturer shall install seals in an MBJS before shipment, unless its centrebeam
requires field splices. In such cases, the Contractor shall install continuous seals (without splices) in
the field after construction is complete. In either case, seal installers shall use the same lubricant-
adhesive that was used in prequalification tests. Seals shall extend out from the ends of the
edgebeams and centrebeams by at least 50mm.

26.5.5.4 Support Boxes

To construct support boxes, the Manufacturer shall continuously weld steel plates or tubes that are
at least 9.5 mm thick. If support boxes are more than 400 mm wide, the thickness of the top plate
shall increase so that the width-to-thickness ratio does not exceed 45; otherwise, the Contractor
must apply stiffening. If the Contractor assembles a support box from nested tubes, the diameter or
width-to-thickness ratio of each tube shall not exceed 45.

26.5.5.5 PTFE Sliding Surface

PTFE for sliding surfaces shall be bonded under controlled conditions and in accordance with the
instructions of either the PTFE Manufacturer or the adhesive Manufacturer. After installers complete
the bonding operation, a PTFE surface shall be smooth and free from underlying bubbles.

26.5.5.6 Stainless Steel Sliding Surfaces

The C

ontractor shall polish an MBJS’s stainless steel surfaces to an 0.20 µm mirror finish.

26.5.5.7 Corrosion Protection

All

of an MBJS’s steel surfaces, except surfaces under stainless steel or those to be bonded to

PTFE, shall be protected against corrosion.

Anchors and exposed sections shall be hot dip galvanized in accordance with ASTM A123 / A123M
- 12.

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26.5.6

Manufacturing Fixed Joint Seal

The sealer shall be so shaped that when installed, at minimum joint opening, it shall be so completely
compressed as to be substantially solid and have a minimum of air spaces. It shall also be so shaped
that in its compressed condition the top center of the exposed surface shall be depressed below the
surface of the sealer edges. The sealer shall be furnished in a sufficient width to accomplish this kind
of closure. The shape to be used and the width and depth to be furnished shall have prior approval
of the Engineer. It shall be flexible and pliable and retain its elasticity at temperatures from 54 to -
28

C and shall not develop appreciable permanent set after full compression of the approved joint

shape for the full effective life of the material. It shall be compatible with the material of which the
joint surfaces are composed and be relatively unaffected by the normal moisture in the material. The
joint sealer shall not be field spliced except when specifically permitted by the Engineer.

Each lot of the joint filler shall be identified with the Manufacturer's name or trade mark and shall be
accompanied by the Manufacturer's certification attesting compliance with this specification.

Each lot of the adhesive shall be delivered in containers plainly marked with the Manufacturer's
certification attesting compliance with this specification.

26.5.7

Manufacturing Asphaltic Plug Type Joint

Asphaltic plug joints shall provide a homogenous expansion medium and smooth running surface.

26.6

Construction of Bridge Deck Joint Systems

All joint materials and assemblies, when stored at a job site, shall be protected from damage.
Assemblies shall be supported to maintain their true shape and alignment. Deck joint seals shall
provide a smooth ride. Bridge deck joints shall be covered by protective material after installation
until final cleanup of the bridge deck.

After installation and before final acceptance, the Contractor shall test deck joint seals in the
presence of the Engineer for leakage. Any leakage of the joint seal shall be a cause for rejection.

26.6.1

Construction of Compression Seal Expansion Joints

Joints in

a bridge deck’s roadway areas that are to be sealed with compression seals shall be cast

to a narrower width than required for the preformed material. Such joints in curbs and sidewalks may
be cast to full width. Before installation of compression seals in joints that are narrower than needed,
the Contractor shall saw cut a groove of proper width and depth to receive the preformed material
along the top of the joint.

When making saw cuts into a bridge deck, the Contractor shall minimise spalling. Both sides of a
groove shall be cut simultaneously to the proper depth and alignment as shown in the Contract
documents. A rigid guide shall control a s

aw’s alignment at all times. A groove’s width shall depend

on the temperature and age of the concrete and shall comply with directions from the Engineer. Lip
of saw cut should be bevelled to avoid later breakage. After saw cutting, any spalls, popouts, or
cracks shall be repaired before installation of a lubricant sealant. Saw cuts are not required where a
bridge deck joint includes armour plates.

During installation, a joint shall be clean, dry, and free from spalls and irregularities that might impair
a proper joint seal. Concrete and metal surfaces shall be clean and free of rust, laitance, oils, dirt,
dust, or other deleterious materials. Using suitable hand methods or machine tools, the Contractor
shall install premoulded elastomeric compression joint seals without damaging them. The Contractor
shall apply lubricant adhesive to both faces of a joint before installation and in accordance with the
Manufacturer's instructions. Preformed elastomeric seal shall be compressed to the thickness
specified in the Contract documents or in accordance with directions from the Engineer in a manner
that is appropriate for the rated opening and ambient temperature at the time of installation. The
Owner shall not permit loose-fitting or open points between a seal and a bridge deck.

Construction  of  expansion  joint  seal  assemblies  shall  provide  absolute  freedom  of  movement
through the range shown in the Contract documents or as prescribed by the Engineer. Final settings
of  a  deck joint  seal  assembly  at  the  time  of casting  in the  anchorages  of  the  unit  depend  on  the
relationship  between  the  current  temperature  of  the  superstructure  and  its  expected  mean

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temperature. Final settings shall comply with the Contract documents, direction from the Engineer,
or the recommendations of the deck joint seal assembly’s Manufacturer.

26.6.2

Construction of Preformed Elastomeric Neoprene Profile Seal Expansion Joints

26.6.2.1 Preparing Surfaces

The  Contractor  shall  ensure  that  compressed  air  used  to  sandblast  and  to  blow  debris  is  free  of
moisture  and  oil.  For  cleaning  joints,  the  Contractor  shall  use  air  compressors  that  have  suitable
traps for removing surplus water and oil from the compressed air. The Contractor shall check the
compressed  air  daily  for  contamination  and  shall  not  use  contaminated  air.  The  compressor  for
preparation of a bridge deck seal assembly’s surface shall be able to deliver compressed air at a
continuous pressure of at least 0.620 MPa.

26.6.2.2 Preparing Headers

Where indicated in the Contract plans or specified in the particular specifications, the Contractor
shall

prepare the headers in accordance with the joint manufacturer’s recommendations and the

following:

1. Remove loose, eroded, and unsound concrete from the surface within the joint area.

2. Provide horizontal bonding areas by cutting all angular areas of concrete blockouts.

3. Immediately before placing the header material, sandblast the concrete surfaces or

abrade free of oil, dust, dirt, traces of asphaltic concrete, or other contaminants.

26.6.2.3 Preparing to Seal Joints

To make preparations to seal joints, the Contractor shall do the following:

1. Remove loose, eroded, and unsound concrete from the surface within the joint area.

2. Immediately before placing the seal, sandblast the concrete surfaces or abrade free of

oil, dust, dirt, traces of asphaltic concrete, or other contaminants.

3. As necessary, saw-cut the concrete deck to provide an acceptable attachment surface

for the joint seal.

26.6.2.4 Installing Expansion Joint Seal Assembly

Installation of the expansion joint seal assembly shall comply with the Manufacturer's
recommendations. The Contractor shall use an installer who has been trained by the Manufacturer
to install the bridge deck joint sealing system. The Manufacturer’s representative shall be present
during the installation of the approved header material if any

. In addition to the Manufacturer’s

recommendations, the Contractor shall comply with the specifications in this section.

26.6.2.5 Blockouts

Blockouts shall comply with relevant details of the Contract plans.

26.6.2.6 Weather Limitations

The Contractor shall not perform any part of an installation in rainy weather or when rain is expected
within one hour of an instal

lation, and shall ensure that an assembly’s surface is completely dry

before applying adhesive or primer. Ambient temperature shall not be less than 13º C during the
installation of preformed elastomeric neoprene profile seal.

26.6.2.7 General Safety, Handling, Mixing, Finishing, and Curing

While complying with the instructions of the joint system’s Manufacturer, the Contractor shall adhere
to the following procedure to handle, place, finish, and cure the system.

a. Fill the blockout, as shown in the Contract Plans, to the correct grade.

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After filling the blockouts on both sides, cure the material according to the Manufacturer’s
instructions.

Mix and place the epoxy mortar according to the Manufacturer’s recommendations and as
follows:

1. Before adding the aggregate, thoroughly mix the two components (resin and

hardener) of the epoxy mortar.

2. Mix the epoxy mortar in a mechanical mortar mixer by combining one volume of mixed

epoxy (resin plus hardener in the required proportions) with three volumes of
aggregate, meeting the requirements of these specifications.

3. Prime the surface of the concrete in accordance with the manufacture's

recommendations before applying the epoxy concrete.

4. Place and finish the epoxy concrete within one half hour of mixing.

Cure times for epoxy mortar are directly related to temperature. Table 26-12 provides general
guidelines for cure times at various temperatures.

Table 26-12: Cure time for epoxy mortar

Air and Deck Temperature

Approximate Cure Time

5 hours

4 hours

3 hours

2.5 hours

1.5 hours

1 hours

0.75 hours

The Contractor shall postpone the installation process if the ambient temperature is 13º C and rising.
If the Contractor cannot postpone the operation, they shall use supplemental heat to complete the
operation and reopen the lane in a reasonable time. When using supplemental heat, the Contractor
shall ensure that curing has prog

ressed throughout a header’s mass.

26.6.2.8 Mixing and Placing Elastomeric Concrete Material

The Contractor shall handle, place, finish, and cure the elastomeric concrete material according to
the Manufacturer’s instructions, and shall allow the elastomeric concrete to cool and solidify for at
least one hour before opening to traffic.

26.6.2.9 Preformed Elastomeric Neoprene Profile Joint Seal Application

The Contractor shall do the following to seal joints:

1. After the header material has developed enough strength to be ready for traffic, remove the

temporary joint filler (when called for) and thoroughly clean the joint faces of all joint filler.

2. Lightly sandblast the joint to remove all residue.

3. Apply the adhesive according

to the Manufacturer’s recommendations.

4. Install the preformed elastomeric neoprene profile seal so that it is recessed approximately 6

mm below the riding surface.

5. After sealing a joint, promptly remove all surplus residue on the bridge deck.

26.6.2.10

Acceptance of Joint Seal Assemblies

The Contractor shall provide evidence from the joint seal assembly’s Manufacturer that the joint
system has been used successfully in installations with similar environmental and project conditions.
The Owner shall reject a joint seal assembly that fails to perform adequately in actual use.

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26.6.2.11

Correction of Defects in Joint Seal Assemblies

At no expense to the Owner, the Contractor shall either repair or remove and replace any completed
joint seals that leak, have adhesive or cohesive failure, or have damage before final acceptance.

26.6.3

Construction of Low-density, Closed Cell, Cross-linked, Nitrogen-blown Seal
Expansion Joints

The construction of Low-density, closed cell, cross-linked, nitrogen-blown seal expansion joints shall
conform to the requirements of Section 26.6.2.

By consulting the most reliable forecasts, the Contractor shall ensure that ambient and surface
temperatures will remain between 7º C and 24º C throughout the installation of a low-density, closed-
cell, cross-linked, ethylene vinyl acetate, polyethylene copolymer, nitrogen blown seal.

26.6.3.1

Low-density, Closed-cell, Cross-linked, Nitrogen-blown Seal Application

The Contractor shall do the following to complete joint seals:

1. After the header material (if required) has developed enough strength to be ready for traffic,

remove the temporary joint filler (when called for) and thoroughly clean the joint faces of all
joint filler.

2. Lightly sandblast the joint to remove all residue.

3. Apply the epoxy adhesive to both sides of the joint opening and into the grooves of the joint

seal material.

4. Splice the seal using the heat welding method, placing the joint seal material ends against a

Teflon heating iron of 177° C for 7 to 10 seconds and pressing the ends together tightly.

5. Install the joint seal material in one piece.

6. Begin installation

at the joint’s low end. Install the joint seal material by compressing the

material and pushing it down into the joint opening until it has recessed approximately 6 mm
below the deck surface. Do not push the joint seal material into the joint at an angle that will
stretch the seal material.

7. After starting to install the joint seal material, do not stop until installation is done.

8. Immediately and thoroughly clean off excess epoxy from the surface of the joint material. Do

not use solvents to clean the top surface of the joint seal material.

26.6.4

Construction of Strip Seal Expansion Joints

Strip seal expansion joints shall seal a deck

’s surface to prevent moisture and other contaminants

from descending onto pier and abutment caps. Strip joints shall securely anchor the joint assembly
to the bridge deck, preventing any appreciable changes in the deck surface caused by bridge
expansion and contraction. Deformation of the

joint’s elastomeric gland shall take all of the bridge

deck’s expansion and contraction movements.

The Contractor shall obtain installation instructions from the supplier of the strip seal expansion joint
material and comply with specified procedures to install such joints. The Engineer shall approve the
design and installation procedure for any strip seal expansion joints before the Contractor installs
them. When the Contractor installs the strip seal expansion joint, a field representative

for the joint’s

Manufacturer shall be on hand to provide technical assistance. During joint installation, the
Contractor shall make proper adjustments, as indicated on the Contract drawings, for temperature.

Installation of strip seal type expansion joint assemblies shall comply with the Contract plans. After
paving the bridge deck, the Contractor shall make saw cuts across the asphaltic pavement for an
approved side headers (if required) and break out the asphaltic concrete between these cuts. After
removing a strip of asphaltic pavement from between saw cuts, the Contractor shall prevent
construction traffic from crossing the joint until installation of headers is complete.

The elastomeric strip seal

’s gland may be installed in the field. The Contractor shall mechanically

lock the gland component into place.

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The strip seal joint shall conform to the finished grade of the bridge deck. Its elastomeric component
shall be recessed sufficiently from the finished grade of the bridge deck under all combinations of
motion and skew angles to prevent protrusion above the deck when the joint is closed. The
Contractor shall consider the effects of horizontal curvature, vertical curvature, and skew angles to
properly size and install a joint.

Installed joints shall be watertight.

The Contractor shall not start any work or install any joint seals for the Project until a trained factory
representative is on the job site to provide direction and assistance throughout the installation work.
The Contractor shall notify the joint Manufacturer of the scheduled installation at least two weeks in
advance. This factory representative shall be present for the installation of the first joint seal and any
number of succeeding joint seals until they are satisfied that the Contractor is proficient in this work.

Curb-parapet sections of strip seals or sealing systems shall be pre-engineered and approved by
the Engineer.

The Contractor shall warn all personnel against breathing adhesive and solvent vapours. They shall
also warn personnel to avoid letting such adhesive and solvent contact their skin or eyes. Application
of adhesive and solvents shall take place only in well-ventilated areas. The Contractor shall keep all
adhesives and solvents away from heat, sparks, and open flames. The Contractor shall follow all the
Manufacturer's safety precautions as shown on container labels. Misplaced adhesive shall be
immediately removed and seals shall be cleaned of all foreign matter.

26.6.5

Construction of Finger Type Expansion Joint

The Contractor shall obtain installation instructions from the supplier of the finger type expansion
joint and shall comply with the procedures specified in the installation of the joint. The Contractor
shall obtain the technical assistance of a field representative from the Manufacturer of the joint during
its installation. Proper adjustment shall be made for temperature at the time of installation as
indicated on the Contract plans.

The superstructure shall be in place and all post-tensioning shall be completed before the installation
of the finger type expansion joint. Further, the joint shall be installed before the installation of the
asphaltic concrete wearing surface.

Finger  type joint  assemblies  shall  be  installed  in  concrete  blockouts  as  indicated  on the  Contract
plans  and  as  approved  by  the  Engineer.  All  assemblies  shall  be  set  in  concrete  with  a  bonded
construction  joint  as  specified  in  Article  21.3.4.4  of  Chapter  21,  Concrete  Structures,  of  these
Standard Specifications. The Contractor shall prevent traffic from crossing the joint until such time
as he has installed the joint assembly, as recommended by the joint Manufacturer, and the curing of
all concrete has been completed.

26.6.6

Construction of Elastomeric Expansion Joints

The Contractor shall obtain installation instructions from the supplier of the expansion joint material
and comply with the procedures specified in the installation of the joint. Shop drawings shall be
submitted to the Engineer for approval. The adequacy of the joint design and installation details shall
meet with the approval of the Engineer. The Contractor shall obtain the technical assistance of a
field representative from the Manufacturer of the joint during its installation. Proper adjustment shall
be made for temperature at the time of installation as indicated on the Contract plans.

Joint assemblies shall be installed after the asphaltic pavement has been laid. Before the asphaltic
pavement is laid the Contractor shall cover the joint opening with a strip of thin rigid material and a
strip of strong paper or plastic equal in width to the joint assembly plus the header (if required) on
each side. After the paving is finished, saw cuts shall be made by the Contractor across the asphaltic
pavement either side of the joint plus side headers, and the asphaltic concrete between these cuts
shall be broken out. The protective strips shall then be removed and the concrete surfaces
thoroughly cleaned prior to installation of the joint assembly. Once the strip of asphaltic pavement is
removed from between the saw cuts, the Contractor shall prevent construction traffic from crossing
the joint until such time as he has installed the joint assembly and the headers have been completed.

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For the expansion joints specified, installation shall in no case be permitted until at least forty (40)
days have elapsed after completion of the concrete post-tensioning operation. Permanent fixing of
the joints to the structure shall only be carried out after the superstructure has been jacked to relieve
the bearing shear and when the ambient temperature is within the range of the joint Manufacturer's
recommendations and as approved by the Engineer.

Concrete or metal surfaces on which the neoprene expansion joints are to be set shall be dry; clean
and free from dirt, grease, latency, and contaninants; level; and sound with no broken or spalled
concrete. No joint shall be placed until the Engineer has inspected and approved the seat conditions.

After coating the seat area with the specified sealant adhesive, the joint shall be positioned over the
anchor bolts and the nuts securely tightened. All loose or long anchor bolts shall be corrected in a
manner approved by the Engineer.

All joints between units, around connecting bolts, and cavity plugs shall be carefully sealed with
sealant in a neat workmanlike manner to seal out water and protect against corrosion. Neoprene
surfaces to be in contact with sealant shall be buffed at the plant or wire brushed prior to installation
to provide a bonding surface for the sealant.

Prior to filling the space in the bolt wells, the Engineer will inspect the anchor bolts and tightening of
the nuts to the Manufacturer's specified torque. Any wells sealed without the Engineer's approval
shall be opened and redone at the Contractor's expense.

The finished joint shall present a smooth, neat appearance with no protruding bolts or rough joints.
Excess sealant shall be wiped or scraped away before it becomes hard. Upon completion of an
entire joint, the Contractor shall grind any uneven end butt connections flush. Any openings between
butt ends not showing mastic to the top shall be cleaned and filled with mastic. The end of the joint
at the curb faces shall be caulked with mastic.

26.6.7

Construction of Modular Bridge Joint Systems

When constructing a modular bridge joint system (MBJS), the Contractor shall follow the
M

anufacturer’s written installation guidelines and the guidelines outlined in this section.

26.6.7.1 Shipping and Handling Modular Bridge Joint Systems

Delivery of an MBJS to a job site and its storage at that site shall comply with the M

anufacturer’s

written recommendations and directions from the Engineer. The Contractor shall ensure that all
materials delivered to site is in original unopened containers bearing the following information:

•

Name of the Manufacturer

•

Name of product

•

Batch number, lot, etc.

The Contractor shall repair any damage to the corrosion protection system to the satisfaction of the
Engineer. Seals shall not be damaged or cut.

26.6.7.2 Pre-installation Inspection for Modular Bridge Joint Systems

Immediately before the installation of an MBJS, the Engineer shall inspect the MBJS and the
blockout for the following conditions:

a. Proper alignment

b. Complete bond between the seals and the steel

c. Proper placement and effectiveness of studs or other anchorage devices

d. Proper placement of elastomeric springs and bearings

e. Proper placement of waterproofing membranes, if included

f. Clearance between the bottoms of

the MBJS’s support boxes and the surface of the blockout;

clearance shall be at least 75mm

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Cutting a bridge deck

’s reinforcing steel can compromise the structural integrity of the blockout; the

Contractor shall obtain approval from the Engineer before performing such cutting. The Engineer
shall verify that reinforcing mesh or bars are at least 50mm from the edgebeam or anchorages and
do not prevent the flow of concrete around the MBJS.

No bends or kinks in the MBJS steel shall be allowed (except as required to follow the roadway
crown and grades or to accommodate sidewalks and traffic barriers). At no expense to the Owner,
the Contractor shall repair or replace any MBJS that exhibits bends or kinks to the E

ngineer’s

satisfaction.

Seals that are not fully connected to

an assembly’s steel shall be fully connected at the expense of

the Contractor. Headed concrete anchors shall be inspected visually and shall be given a light tap
with a hammer. Any headed concrete anchor that does not have a complete end weld or that does
not emit a ringing sound when struck with a light hammer tap shall be replaced. The Contractor shall
carefully remove any headed concrete anchors along the length of the edgebeam that are more than
25 mm from their intended locations, as shown on shop drawings, and any headed concrete anchors
that are more than 6 mm too high (reducing cover); after removing an incorrectly placed anchor, the
Contractor shall then weld a new anchor in the proper location. The Contractor shall bear the
expense for all such anchor replacement.

26.6.7.3 Installation of Modular Bridge Joint Systems

Before installing an MBJS, the Contractor shall protect the blockout and supporting system from
damage and construction traffic.

a. Setting a Gap Opening

An MBJS shall be installed at the proper gap opening, corresponding to the installation temperature,
as shown on approved shop drawings. The Contractor shall immediately remove opening devices
after placing concrete.

b. Formwork

The Contractor shall ensure that formwork prevents concrete from entering support boxes or from in
any way impeding free movement of the MBJS.

c. Supporting a Modular Bridge Joint System during Concrete Placement

An  MBJS  shall  have  full  support  throughout  the  placement  of  the  concrete.  Welds  for  temporary
attachments  to  the  centrebeams  or  support  bars  that  are  used  to  erect  the  assembly  must  be
removed  and  the  surface  ground  shall  be  smooth.  If  necessary,  the  Contractor  shall  repair  the
corrosion protection system for an MBJS to the satisfaction of the Engineer using a method that the
Engineer has approved. To reduce corrosion, an MBJS shall be electrically isolated by preventing
contact between the MBJS and the bridge deck

’s steel reinforcement.

d. Placing Concrete for a Modular Bridge Joint System

Concrete shall be controlled, mixed, and handled as specified in Chapter 4, Concrete Works, and
Chapter 21, Concrete Structures. The blockout shall not include very-high-slump concrete. The
Contractor shall not deposit concrete in forms until the Engineer has inspected and approved the
placement of the reinforcement, conduits, anchorages, and pre-stressing steel.

If an installation site has a vertical grade, the Contractor shall first place concrete on the downhill
side of the blockout. Concrete shall be vibrated thoroughly to adequately consolidate concrete
beneath the support boxes and edgebeams. The Contractor shall be careful not to displace forms
and reinforcing steel. Concrete shall not be placed during heavy rain.

e. Finished Tolerances for a Modular Bridge Joint System

An MBJS shall be inspected after installation and again after at least one year of traffic (or longer if
there is a warranty period) to verify the following conditions:

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•

The

MBJS’s top surfaces shall be recessed from the finished roadway profile from 0 mm to

6 mm.

•

Elevations between the tops of centrebeams and edgebeams shall not differ by more than 3

mm. Such variations shall be measured vertically from a straight line connecting the top of
the deck profile on each side of the MBJS.

•

Gaps at either end of a seal or among the multiple gaps of an MBJS shall not differ by more

than 12.5 mm.

f. Bridging a Modular Bridge Joint System after Installation

Construction loads shall not be allowed on the MBJS for at least 72 hours after installation is
completed. If it is necessary to cross the MBJS, the Contractor shall bridge over the MBJS in a
manner approved by the Engineer.

g. Removal of Forms and Debris from a Modular Bridge Joint System

After installing a MBJS, the Contractor shall remove all forms and debris.

h. Watertightness Test for a Modular Bridge Joint System

If the Contract documents require such testing, the Contractor shall test an installed MBJS for
watertightness. After an MBJS has been installed and completed, the Contractor shall flood it for a
at least one hour to a minimum depth of 76 mm. If a MBJS leaks, the Contractor shall repair it to the
E

ngineer’s satisfaction and retest it at no expense to the Owner. Such repair shall comply with a

procedure recommended by the

assembly’s Manufacturer that has been approved by the Engineer.

i. Acceptance of Modular Bridge Joint System Installation

An MBJS that fails inspection or testing shall be replaced or repaired to the satisfaction of the
Engineer at the Contractor’s expense. Any proposed corrective procedure shall be submitted to the
Engineer for approval before corrective work is begun.

26.6.8

Construction of Fixed Joint Seal

The sealer shall be installed by suitable hand or machine tools and thoroughly secured in place with
an approved adhesive which shall cover both sides of the sealer over the full area in contact with the
sides of the joint. The adhesive may be applied to the sides of the joint or the sealer or both. The
sealer shall be installed in a compressed condition and shall at all times be below the level of the
surface by approximately the amount shown on the Contract plans. The sealer shall be in one
continuous piece for the full width of transverse joint prior to being installed in the joint. The
continuous piece for installation shall not have more than one (1) butt splice within its length. The
butt splice shall be a Manufacturer's splice. If this splice is torn or damaged it shall be repaired, prior
to installation, using the Manufacturer's recommended adhesive. In longitudinal joints the sealer shall
be in practical lengths. Any joints in the sealer material shall be adequately sealed with additional
adhesive.

After installation and prior to final acceptance, deck joint seals shall be tested, in the presence of the
Engineer, for leakage of water through the joint. Any leakage of the joint shall be cause for rejection.

The sealer shall be installed immediately after the removal of the curing cover, using an adhesive
that is compatible with the sealer and the material of which the joint surfaces are composed.
Temperature limitations of the adhesive as guaranteed by the Manufacturer shall be observed. Joints
shall be clean and free of foreign material immediately prior to the installation of the sealer.

No shipment of materials shall be accepted for use unless the material complies with the
requirements of these standard specifications.

The materials shall not be used until the Contractor has been notified by the Engineer that they meet
the requirements of these standard specifications.

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26.6.9

Construction of Asphaltic Plug Joint

1. Joints shall be finished nominally flush with the road surface within the tolerance of the

asphaltic surfacing specification.

2. Joint material shall be consolidated during installation in accordance with the

manufacturer’s method statement.

3. Joints shall be installed between inside faces of opposing bridge railing on the deck

structure to ensure continuity of waterproofing.

4. When completed the joint shall prevent the passage of water into the joint gap.

26.7

Warranty and Maintenance for Bridge Deck Joint Systems

The Contractor shall obtain the warranty period from the Manufacturer for all types of bridge deck
joint systems that are installed for the Project. Such warranties shall cover all elements of the bridge
deck joint system. During this period, warranties cover any defective workmanship and product
failure in accordance with the loading criteria of the structure, which should be certified before the
recommendation of the specific joint system.

The required warranty periods for each category of bridge deck joint system shall be as follows:

15 years for modular, strip, compression and finger type

10 years for elastomeric, fixed and asphaltic plug type

The Contractor shall provide certification from the Manufacturer of bridge deck joint systems that
shows that the joint system materials conform to the requirements outlined in Section 26.4. The
Contractor shall transfer to the Owner the M

anufacturer’s ten years warranty on each installation. A

warranty claim may be filed for the cohesive or adhesive failure of the materials supplied or material
failure due to weathering, and surface crazing, abrasion or tear failure resulting from normal traffic
use.

The Contractor shall inspect any bridge deck joint system that are installed on the Project within one
year of opening to traffic and perform any

required maintenance to ensure the joint system’s

functionality and durability.

For the rest of the warranty period, if deficiencies are found, the Owner may inform the Manufacturer
through the Contractor in writing of any defects and specify a required completion date for repairs.

The joint system Manufacturer shall provide guidelines and manuals to support routine maintenance
and replacement of the joint system and to support resolution of any concerns during the warranty
period.

26.8

Documentation for Bridge Deck Joint Systems

The Contractor shall provide all necessary documentation for approval of the design, manufacture,
and installation of a bridge desk joint system and for the long term inspection, maintenance, and
potential replacement of such system. Such documentation shall include the following:

•

Designs

•

Working drawings

•

Inspection and test plans

•

A certificate of compliance from the Manufacturer

•

Certified documentation

of the structure’s loading criteria and load tests

•

Quality records

•

As-installed details, including tabulated benchmark measurements that will allow the

movement of the structure to be monitored during operation

•

Procedures for the inspection of the joint system

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•

Procedures for maintenance

•

A fully detailed method statement for the replacement of the bridge deck joint system

•

Risk assessments and appropriate safety information.

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NDEX

adhesives, 5, 14, 30
anchor bolts, 5, 18, 23, 30
Anchorage, 25
Blockouts, 27
brochures, 11
centerbeams, 5, 6
certification, 10, 11, 12, 26, 33
Compatibility, 8, 13, 19, 23
compression seal expansion joints, 5
concrete headers, 27

Corrosion Protection

, 16, 26

deck surfaces, 5
Department of Transport, 26-3
Design calculations, 12
documentation, 10, 33, 34
Documentation, 12, 33

Drainage Collector

, 15

edgebeams, 5, 25, 32
elastomeric expansion joints, 5, 16, 17, 24
epoxies, 5, 18
Epoxy mortar, 18
extruded steel channels, 5
finger type expansion joints, 5, 15
fixed joint seals, 5
formwork, 32
Hardness, 8, 15, 16, 20
installation, 6, 9, 10, 11, 12, 13, 14, 15, 19, 24,

25, 26, 27, 28, 29, 30, 31, 32, 33

Lifting locations, 12
modular bridge joint systems, 5
molded units, 5, 16
movement ranges, 5
movements, 5, 6, 9, 11, 13, 16, 29
Oil Deterioration, 16
recesses, 5
riding surface, 14, 19, 23, 28
Risk assessments, 34
saw cuts, 26, 29, 30
sealants, 5
sealed joints, 5, 19
smooth ride, 26
springs, 5, 6, 12, 18, 31
stainless, 6, 18, 25, 26
steel components, 13, 15, 16, 18
strip seal, 5, 11, 14, 15, 16, 17, 29
structural steel angles, 5
studs, 5, 31
support boxes, 5, 6, 25, 31, 32
temporary, 12, 24, 28, 29, 32
traffic, 10, 12, 19, 25, 28, 29, 30, 31, 32, 33
two-component, 13, 14, 19, 23
warranty, 32, 33
water tightness, 5

Welding, 7, 12, 19
wheel loads, 5, 16

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Chapter 27: Railings

ABLE OF

ONTENTS

Table of Contents............................................................................................................................. i

List of Figures ................................................................................................................................. ii

List of Tables .................................................................................................................................. ii

Railings ........................................................................................................................... 27-1

27.1

Reference Standards and Codes ................................................................................. 27-1

27.2

Working Drawings Submission .................................................................................... 27-4

27.3

Materials for Railings ................................................................................................... 27-4

27.3.1

Aluminium Railing ................................................................................................. 27-5

27.3.2

Steel Railing ......................................................................................................... 27-7

27.3.3

Metal Beam Railing ............................................................................................... 27-8

27.3.4

Stainless Steel Railing .......................................................................................... 27-8

27.3.5

Copper Alloys Railing............................................................................................ 27-8

27.3.6

Concrete Railing ................................................................................................... 27-8

27.3.7

Screening for Railings ........................................................................................... 27-8

27.4

Construction Requirements for Railings ....................................................................... 27-8

27.4.1

General ................................................................................................................. 27-8

27.4.2

Constructing Aluminium Railing ............................................................................ 27-9

27.4.3

Constructing Steel Railings ................................................................................. 27-10

27.4.4

Constructing Stainless Steel Railing ................................................................... 27-12

27.4.5

Constructing Copper Alloys Railing ..................................................................... 27-12

27.4.6

Constructing Concrete Railing ............................................................................ 27-13

27.4.7

Constructing Screening for Railings .................................................................... 27-13

27.4.8

Welding for Railings ............................................................................................ 27-13

27.4.9

Storing Construction Materials for Railings ......................................................... 27-14

27.4.10

Constructing Temporary Railings ........................................................................ 27-14

27.5

Testing and Acceptance of Railings ........................................................................... 27-14

27.5.1

General ............................................................................................................... 27-14

27.5.2

Bridge Railing Test ............................................................................................. 27-14

27.5.3

Crash Testing Policy ........................................................................................... 27-14

27.6

Spares for Railings .................................................................................................... 27-15

27.6.1

Constructing Spares for Railings ......................................................................... 27-15

Index ...................................................................................................................................... 27-15

TANDARD

ONSTRUCTION SPECIFICATIONS

PART

–

OAD

TRUCTURES

Page 27-1

HAPTER

27:

AILINGS

First Edition -January 2018

RAILINGS

This chapter outlines standards and requirements for furnishing materials and constructing railing of
concrete, steel, aluminium, or a combination of these materials for the Project.

This chapter’s specifications apply to all work and materials related to railing construction, including
necessary anchorage for the railing on bridges, culverts, walls, or other structures as shown on the
Contract plans. These specifications apply to hand and pedestrian railings, bridge railings (which are
sometimes called bridge or traffic barriers), and railings for similar purposes. Railings shall conform
to the type and details specified in the Contract documents for the location where they are
constructed.

27.1

Reference Standards and Codes

Standards and codes for railings shall be as specified in these specifications, in the Contract
documents, if any, and the following, in their latest edition:

Aluminum Association;

AA ADM-1

Aluminum Association - Aluminum Design Manual, 2010
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;

AASHTO/AWS

Bridge Welding Code;

D1.5M/D1.5:2010

AASHTO MASH

AASHTO Manual for Assessing Safety Hardware;

ADQCC (TR-516)

Road Structures Design Manual;

ANSI

American National Standards Institute;

ANSI/AWS D1.2/

Structural Welding Code

—Aluminum;

D1.2M:2003

ASTM

American Society for Testing and Materials;

AWS

American Welding Society;

AWS D 1.6/

Structural Welding Code - Stainless Steel;

D 1.6M: 2007

NCHRP350

National Cooperative Highway Research Program Report 350
- Recommended Procedures for the Safety Performance
Evaluation of Highway Features;

NOMMA

National Ornamental & Miscellaneous Metals Association;

NOMMA

Voluntary Joint Finish Guidelines;

Guideline 1

Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 2 - ROAD STRUCTURES, 2020) - page 15