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

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±10% or ±2 seconds whichever is the greater, of the values obtained in the approval tests at
20

2. Each load of mortar mixed for placing in the Works shall be tested at ambient temperature

by the flow cone test method as described in Article 25.4.13.3. The results shall agree within
±10% or ±2 seconds whichever is the greater, of the values obtained in the approval tests at
5

b. Compressive Strength

Three cubes from each load of mortar mixed for placing in the Works shall be tested for compressive
strength as described in the relevant article of this section as appropriate.

25.4.13.5 Tolerances

The following tolerances shall apply to all temperatures referred to in this section:

Table 25-7: Temperature tolerances

Temperature

Tolerance

(-0

C + 2

(-0

C + 2

(-0

C + 2

(-2

C + 2

110

(-5

C + 5

The tolerances applying to all linear dimensions shall be ±1% unless otherwise shown on the
Contract plans

25.5

Fabrication of Bearing Devices

The Contractor shall provide the Engineer with written notification 30 days before the Manufacturer
starts to fabricate bearings. Each b

earing’s Manufacturer shall certify that it satisfies the

requirements of the Contract documents and the specifications in this chapter, and shall give a
certified copy of material test results to the Engineer.

Bearing assemblies shall be preassembled in the shop by the supplier and checked for proper
completeness and geometry, and shall be certified by a competent third party independent testing
agency before they are shipped to the site. Unless otherwise specified in the Contract documents,
steel bearing components, other than stainless steel, including anchor bolts, shall be galvanized in
accordance with the requirements outlined in Section 23.4.10 of Chapter 23, Steel Structures. The
following Bearing surfaces shall not be galvanised or painted:

1. The surface of the piston and the internal surfaces of the pot in pot bearings.

2. All areas where welding is required, such as where the stainless steel plate is welded to the
underside of the bearing top plate.

3. Machined female end of bolts in anchor studs.

4. The surface to come in contact with the PTFE at the top of the piston in pot bearings.

The finish of the moulds used to produce the elastomeric rotational element for pot bearings or the
polyether urethane structural element for disc bearings shall conform to good machine shop
practices.

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Polytetrafluorethylene (PTFE) sheets shall be bonded to a grit-blasted steel substrate using an epoxy
resin adhesive under controlled factory conditions in accordance with the instructions of the adhesive
Manufacturer. Such PTFE sheets shall be recessed into its steel substrate for at least one-half of its
thickness. If on a vertical surface, a PTFE sheet may be mechanically fastened to the substrate.
Attachment of a PTFE sheet to its substrate shall be done in accordance with the manufacturing
requirements and Section 25.4.11.

After fabrication, steel surfaces that are exposed to the atmosphere, except stainless steel surfaces,
shall be shop painted or coated to protect against corrosion as specified in the Contract documents.
Before  coating  exposed  steel  surfaces,  the  Contractor  shall  clean  them  in  accordance  with  the
recommendations of the coating Manufacturer. For metal surfaces that are to be field-welded more
than  three  months  after  fabrication,  the  Contractor  shall  provide  a  coat  of  clear  polish  or  other
protective  coating  that  has  been  approved  by  the  Engineer.  The  Contractor  shall  remove  such
lacquer coating at the time of welding. Final painting or coating for these surfaces shall occur after
welding is complete.

Using an approved epoxy, the Contractor shall attach each stainless steel sheet to a steel substrate
to ensure complete contact. The Contractor shall then seal each sheet with a continuous weld.

All welding shall comply with the requirements outlined in the current version of the AASHTO/AWS
D1.5M/D1.5:2010 Bridge Welding Code. All welders shall be qualified to meet the requirements of
this same standard.

Except as noted, all bearing surfaces of steel plates shall be flat to within 0.0008 mm/mm, either
through machining or finishing. The Owner may reject any plate that does not meet this minimum
standard for flatness. A lower bearing plates (masonry plates) that rests on bearing pads shall have
a bottom surface that is flat to within 0.005 mm/mm. Oxygen-cut surfaces shall not exceed a surface
roughness value of 25 μm, as defined by the American Society of Mechanical Engineers (ASME) in
their Surface Texture (Surface Roughness, Waviness, and Lay) (ASME B46.1-2009).

Tolerances for gross bearing dimensions shall match the Manufacturers

’ specifications.

Every bearing shall have its Project identification number, lot number, and individual bearing number
in indelible ink on a side that will be visible after erection.

25.5.1

Elastomeric Bearings Tolerance

Plain elastomeric pads and laminated bearings shall be built as specified in the Contract documents
within the tolerances of AASHTO M 251-06 (R2011) and as specified in this chapter.

An individual elastomer lamination

’s thickness shall not vary by more than 3 mm within the width or

length of a bearing pad. Thicknesses for all elastomer laminations within a bearing pad shall ensure
that each metal or fabric lamination does not vary by more than 3 mm from a plane parallel to either
the top or bottom surface of the bearing pad.

A bearing pad’s total out-to-out thickness shall be at least as thick as indicated on the Contract plans
and not more than 6 mm greater than that thickness.

An individual bearing pad’s total thickness shall

not vary by more than 3 mm.

A bearing pad’s length and width shall not vary more than 3 mm from the dimensions indicated on
the Contract plans.

Bonds between an elastomer and steel laminate shall be such that, when a sample is tested for
separation, failure shall occur within the elastomer and not between the elastomer and the steel.
Laminated elastomeric bearings shall be factory bonded.

25.5.2

Other Fabrication Tolerances

Other fabrication tolerances shall comply with the tolerances given in Table 25-8.

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Table 25-8: Fabrication tolerances

Item

Thickness

Tolerance,

mm.

Dimension

Tolerance,

mm.

Flatness or Out-of-
Round Tolerance,
mm.

Surface
Finish,

μm. (rms)

Metal Rocker & Roller Bearings

Single Roller

Diameter

—

–1.6, +1.6

-0.02, +0.02

1.6

Nested Roller

Diameter

—

–0.05,

+0.05

–0.02, +0.02

1.6

Rockers

Diameter

—

–3.17,

+3.17

–0.02, +0.02

3.1

Pins

Diameter

—

–0.13,

+0.00

–0.05, +0.05

0.8

Bushings

Diameter

—

–0.00,

+0.13

–0.05, +0.05

0.8

Pot Bearings

Overall Dimensions

–0.00,

+6.35

–0. 00,

+3.17

—

Pot Depth (Inside)

—

–0.00,

+0.64

—

Pot

Wall:

Thickness

and

Average Inside Diameter

–0.00,

+3.17

–0.08,

+0.08

–0.02, +0.02

0.8

Pot Base: Top and Bottom
Surfaces

–0.00,

+0.64

—

Class C

1.6

Piston: Rim

–0.00,

+1.60

–0.08,

+0.08

–0.02, +0.02

0.8

Piston:

Top

and

Bottom

Surfaces

–0.00,

+0.64

—

Class C

1.6

Elastomeric Disc (Unstressed)

–0.00,

+3.17

–0.00,

+1.60

—

Disc Bearings

Overall Dimensions

–0.00,

+6.35

–0.00,

+3.17

—

Shear-Restricting Element

—

–0.00,

+0.13

Class A

0.8

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Item

Thickness

Tolerance,

mm.

Dimension

Tolerance,

mm.

Flatness or Out-of-
Round Tolerance,
mm.

Surface
Finish,

μm. (rms)

Other Machined Parts

–0.00,

+1.60

–0.00,

+1.60

Class B

1.6

Urethane Disc

–0.00,

+1.60

–0.00,

+3.17

Class B

1.6

Flat PTFE Sliding Bearings

PTFE

–0.00,

+1.60

–0.00,

+0.76

Class A

—

Stainless Steel

–0.00,

+1.60

–0.00,

+3.17

Class A

#8 Mirror

Flat Bronze and Copper Alloy Sliding Bearings

Sliding Surfaces

–0.00,

+3.17

–0.00,

+3.17

Class A

0.8

Curved PTFE Sliding Bearings

Convex Radius

—

–0.25,

+0.00

–0.05, +0.05

#8 Mirror

Concave Radius

—

–0.00,

+0.25

–0.05, +0.05

3.1

Curved Bronze and Copper Alloy Sliding Bearings

Convex Radius

—

–0.25,

+0.00

–0.05, +0.05

0.8

Concave Radius

—

–0.00,

+0.25

–0.05, +0.05

0.8

Guides

Contact Surface

—

–0.00,

+3.17

Class A

0.8

Distance between Guides

—

–0.00,

+0.76

—

Parallelism of Guides

—

±0.005 rad

—

Load Plates

Overall Dimensions

–1.60,

+1.60

–6.35,

+6.35

Class A

3.1

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Item

Thickness

Tolerance,

mm.

Dimension

Tolerance,

mm.

Flatness or Out-of-
Round Tolerance,
mm.

Surface
Finish,

μm. (rms)

Bevel Slope

±0.002 rad

—

25.6

Testing and Acceptance of Bearing Devices

Testing and acceptance criteria for bearings shall conform to the minimum requirements specified
in Section 25.6.2. The Engineer may impose more stringent standards.

Section 25.6.4 outlines minimum frequencies for testing for different bearing types.

When bearings are manufactured from a number of components, each component shall satisfy the
testing requirements from the applicable section.

The Manufacturer shall give the Engineer free access to inspect bearing manufacturing at any time
throughout the Project. The Contractor shall pay required expenses for a visit to the bearing
manufacturer plant for two persons representing the Owner before bearings are approved for the
Project.

25.6.1

Bearing Device Testing Terminology

Load Range:

A range of load capacities in which the highest capacity is no more than 2.0 times as

large as the lowest.

Lot:

A group of no more than 25 bearings of the same type (for example, a group of elastomeric and

pot bearings or a group of fixed, guided, and floating bearings) and the same load range.

Batch:

A body of material in which the ingredients are uniformly blended together at one time.

Sample:

A piece of material or a complete bearing that is tested to infer the properties of the batch

of material or group of bearing elements from which it is taken. A sample shall consist of at least one
bearing chosen randomly from each lot and material batch and shall comprise at least 10% of a lot.

25.6.1.1

Adapter Plates and Attachments

Each bearing that is sampled for testing with a tapered sole plate or other attachment that impedes
the application of a perpendicular  loading to the bearing device shall be delivered to the test site
accompanied by an unattached adapter plate or attachment. For bearings with a tapered sole plate,
the adapter plate shall have a single bevel and be so constructed that, when placed in contact with
the  tapered  sole  plate,  the  two  shall  form  a  single  body,  rectangular  in  shape  and  uniform  in
thickness.  For  bearings  with  other  attachments,  the  adapter  plate  or  attachment  shall  be  so
constructed as to permit the accurate application of perpendicular loading to the bearing device.

25.6.2

Bearing Device Tests

At their own expense, bearing device Manufacturers shall conduct all tests specified in this chapter.
The Engineer shall authorize an approved independent and disinterested testing agency to observe
all bearing device tests

at the Contractor’s expense.

The Contractor shall prepare inspection and testing plans for all items and submit them to the
Engineer for approval. Such plans shall show materials, manufacturing, and proving inspections, as
well as tests and hold points for approvals.

The manufacturer shall also conduct any additional tests for specific types of bearings, as specified
in other sections and chapters of these specifications.

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25.6.2.1

Material Certification Tests

In accordance with appropriate specifications for each type of material, the Contractor shall conduct
material certification tests to determine the physical and chemical properties of all materials. The
Contractor shall provide all relevant test certificates to the Engineer.

25.6.2.2

Material Friction Test (Sliding Surfaces Only)

The manufacturer shall measure the coefficient of friction between the two mating surfaces. Such
tests shall be conducted either on samples taken from the same batch of materials as those used in
the prototype bearings or, at the Manufacturer's option, on finished bearings. The manufacturer shall
only test new materials; they shall not test any material that has been tested previously.

The manufacturer shall thoroughly clean all surfaces with a degreasing solvent. They shall not use
any lubrication other than that specified for the prototype bearings. Mating surfaces for test pieces
shall have a common area no smaller than the either the bearing area or 4500 mm2, whichever is
smaller.

The  manufacturer  shall  load  test  pieces  in  compression  to  a  stress  that  corresponds  to  their
maximum service dead load plus their live load, which shall be held constant for  one hour before
and  throughout  a  sliding  test.  The  manufacturer  shall  apply  at  least  100  cycles  of  sliding,  each
involving movement of at least ±25 mm, at a temperature of 50° C ± 1° C or the design temperature,
whichever is higher. Sliding speed shall be a uniform 65 mm per minute.

The manufacturer shall compute a breakaway friction coefficient for each direction of each cycle.
They shall compute a mean and standard deviation for the sixth through twelfth cycles. For the first
cycle, an initial static breakaway coefficient of friction shall not exceed twice the design coefficient of
friction. Coefficient of friction for all subsequent cycles shall not exceed the design coefficient of
friction. If a single sample fails such testing, the Engineer shall reject the entire lot.

Following the 100 cycles of testing, the manufacturer shall determine a breakaway coefficient of
friction again; it shall not exceed the initial value. No tested bearing or specimen shall show any
appreciable sign of wear, bond failure, or other defects. In addition, the bearing manufacturer shall
provide experimental evidence of the performance of proposed sliding materials for temperatures in
the range of 30° C to 70° C.

25.6.2.3

Dimension Check for Bearing Devices

Tests shall check each tested

bearing’s standard and critical dimensions. The tested bearing’s

Manufacturer shall record its critical dimensions and provide these recorded values to the Engineer.
If any critical dimension of a tested bearing falls outside any dimensional tolerance, the Engineer
shall reject it. If any standard measurement for a tested bearing exceeds its allowable tolerance, the
Engineer may, at his own discretion, reject it.

To check flatness, the manufacturer shall place a precise straightedge on

a tested bearing’s surface

while inserting feeler gauges between the two layers. Placing the straightedge at different
orientations, shall establish the worst condition. No more than three feeler gauges shall be stacked
on top of one another. Any straightedge used in such testing shall be as long as the largest dimension
of the flat surface.

All dimension checks shall satisfy the tolerances of Section 25.5.2.

25.6.2.4

Clearance Test for Bearing Devices

Components of each tested bearing shall be moved through their design displacements or rotations
to verify the required clearances. When testing a rotational component that is not under a
simultaneous full vertical load, the manufacturer shall make allowances for the displacements that
would be caused by such a load.

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1. When at 150% of maximum design rotation, the dimensions of the bearing elements shall be
sufficient to provide at least 5mm vertical clearance between rotating and non-rotating components
of the bearing assembly.

2. The sliding surface shall have an additional 50mm of spare displacement capacity after the bridge
reaches its maximum movement range taking into consideration all factors, such as creep,
shrinkage, elastic deformation, temperature, etc.

25.6.2.5

Short-term Compression Proof Load Test for Bearing Devices

The manufacturer shall load each tested bearing in compression to 150% of its rated service load. If
a bearing has a rotational element, the manufacturer shall introduce a tapered plate in the load train
to ensure that the bearing sustains the load at the maximum simultaneous design rotation. The
manufacturer shall maintain load for five minutes, remove it, then reapply it for another five minutes.
The manufacturer shall examine each bearing visually while it is under the second loading. Any
defects shall constitute cause for rejection. If the load drops below the required value during either
application, the manufacturer shall restart the test from the beginning.

25.6.2.6

Long-term Compression Proof Load Test for Bearing Devices

The manufacturer shall conduct long-term compression proof load testing in the same manner as
the short-term compression proof load testing, except that the second load shall be maintained for
15 hours. If the load drops below 90% of its target value during this 15-hour period, the manufacturer
shall increase the load to the target value and increase the test duration for a length of time equal to
the time during which the load was below the required value.

25.6.2.7

Bearing Friction Test (Sliding Surfaces Only)

Bearing friction tests verify that the friction generated during material friction tests are adequate
predictors of friction in finished bearings.

No lubrication shall be applied on the tested sliding surfaces. The bearing shall be loaded in
compression with 100% of the full service dead plus live load, which shall remain constant for one
hour before and throughout a sliding test. The manufacturer shall apply at least 12 cycles of sliding,
each consisting of either the design displacement or ± 26 mm of movement, whichever is smaller.
Average sliding speed shall be 65 mm/minute. When applying this test to curved sliding bearings,
the manufacturer shall use the design rotation in place of the displacement.

For flat sliding bearings, the manufacturer shall compute the breakaway friction coefficient for each
direction of each cycle. They shall also compute its mean and standard deviation for the sixth through
twelfth cycles. Neither the friction coefficient for the first movement nor the mean plus two standard
deviations for the sixth through twelfth cycles shall exceed the value used in design. For the sixth
through the twelfth cycles, the mean shall not exceed two thirds of the value used in design.

For curved sliding surfaces, the manufacturer shall determine the moment that corresponds to the
design rotation at each peak movement (positive and negative) during the first and last six cycles of
testing. To calculate a corresponding load eccentricity, the manufacturer shall divide the moment by
the total active compressive load. Eccentricity shall be small enough not to violate the allowable
design stresses on PTFE.

25.6.2.8

Long-term Deterioration Test for Bearing Devices

The manufacturer shall conduct long-term deterioration tests either on samples of the materials used
in the bearings or, at the M

anufacturer’s option, on a pair of bearings, placed back-to-back. Tested

samples shall have an area of at least 4500 mm2. The manufacturer shall first load a test piece in
compression to a stress equal to 100% of the

bearing’s maximum dead load plus its live service

load. Flat sliding systems shall then be displaced through at least 1000 cycles with amplitude of at
least ±25 mm (50 mm peak to peak.) Curved sliding systems and rotational systems that depend on
deformation of an elastomeric element shall be subjected to 5000 cycles or displacements

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corresponding to a rotation of plus or minus the design amplitude. Sliding may take place at up to
250 mm per minute, except when the manufacturer take readings of the coefficient of friction, when
sliding speed shall be 65 mm per minute.

The Engineer may reject a test bearing for either of the following reasons:

•

Upon disassembly, a bearing has damage, such as excessive wear, cracks, or splits in the

material, that is visible to the naked eye.

•

A coefficient of friction exceeds two-thirds the value used in design.

25.6.2.9

Bearing Horizontal Force Capacity (Fixed or Guided Bearings
Only)

To test fixed or guided bearings for horizontal force capacity, the manufacturer shall select one or
more loading combinations that consist of a horizontal and vertical service loading that could exist
simultaneously  in  the  structure.  The  manufacturer  shall  apply  vertical  load  first,  at  1.0  times  its
nominal  value.  The  manufacturer  shall  then  apply  horizontal  load,  in  stages,  up  to  1.5  times  its
nominal  value.  The  Engineer  shall  reject  any  bearing  that  fails  this  test  or  for  which  even  one
component shows excessive deflection.

25.6.3

Performance Criteria for Bearing Devices

If one bearing of a sample fails, the Owner shall reject all the bearings of that lot, unless the
Manufacturer of that lot elects to test each bearing of the lot at his expense. Should one bearing fail,
the Engineer may require the Manufacturer to test all the bearings in that lot.

25.6.4

Special Testing Requirements for Bearing Devices

This section describes special testing requirements for bearing devices.

25.6.4.1

Testing Elastomeric Bearings

Materials for elastomeric bearings and finished bearings shall be subjected to the tests described in
this section. Material tests shall be within the parameters outlined in either Table 25-3 or Table 25-4,
as appropriate.

a. Frequency of Testing

The manufacturer shall conduct the ambient-temperature tests for an elastomer that are specified in
this section for the materials used in each lot of bearings. In lieu of performing a shear modulus test
for each batch of material, the Manufacturer may elect to provide certificates from tests performed
on identical formulations within the preceding year, unless the Engineer declines to accept such
certificates. A supplier shall provide test certificates for each lot of reinforcement.

The manufacturer shall conduct the three low-temperature tests for an elastomer that are specified
in this section on the material used in each lot of bearings for grades 3, 4 and 5 material. They shall
conduct an instantaneous thermal stiffening test on material of grades 0 and 2. For Grade 3 material,
in lieu of the low temperature crystallization test, the Manufacturer may choose to provide certificates
from low-temperature crystallization tests performed on identical material within the last year, unless
the Engineer declines to accept such certificates. Low temperature brittleness and crystallization
tests shall not be required for materials of grades 0 and 2, unless the Engineer specifically requests
such tests.

The manufacturer shall visually inspect each finished bearing as specified in this section.

The manufacturer shall subject every steel reinforced bearing to the short-duration compression test
outlined in this section.

From each lot of bearings designed in accordance with the AASHTO LRFD Bridge Design
Specifications and Road Structures Design Manual (ADQCC TR-516), the manufacturer shall

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subject a random sample to the long-duration compression tests outlined in this section. Such a
sample shall consist of at least one bearing that is chosen randomly from each size and material
batch and shall comprise at least 10% of the lot. If one bearing in this sample fails, the Owner shall
reject all the bearings of that lot, unless the Manufacturer elects to test each bearing of the lot at their
own expense. The Engineer may require such testing for every bearing of a lot.

The Engineer may require shear modulus tests on material from a random sample of the finished
bearings in accordance with the requirements outlined in this section.

b. Ambient-temperature Tests on an Elastomer

Each elastomer used shall satisfy or exceed the criteria specified in either Table 25-3 or Table 25-4,
as appropriate. Any bond to the reinforcement shall also satisfy the provisions outlined in Article
25.4.6.3. Using the apparatus and procedure described in Annex A of ASTM D4014 - 03(2007), the
manufacturer shall record the shear modulus for material at 23° C. It shall fall within 15% of the value
specified in the Contract documents. If the Contract documents do not specify shear modulus, the
range of hardness shall conform to the AASHTO LRFD Bridge Design Specifications and Road
Structures Design Manual (ADQCC TR-516).

c. Low-temperature Tests on an Elastomer

The manufacturer shall perform low-temperature tests in accordance with the requirements outlined
in Table 25-3 and Table 25-4. Each compound shall satisfy all criteria for its grade.

d. Visual Inspection of Finished Bearings

The manufacturer shall inspect each finished bearing for compliance with dimensional tolerances
and for overall quality of manufacture. In steel reinforced bearings, steel edges shall be protected
everywhere from corrosion.

e. Short-duration Compression Test on Bearings

For short-duration compression testing, the manufacturer shall load a bearing in compression to
150% of its rated service load. If a bearing has a rotational element, the manufacturer shall introduce
a tapered plate in the load train so that the bearing sustains the load at the maximum simultaneous
design rotation. The manufacturer shall sustain this load for five minutes, remove it, then reapply it
for another five minutes. While a bearing is under this second load, the manufacturer shall visually
examine it. If load drops below the required value during either application, the manufacturer shall
restart the test from the beginning.

The Engineer shall reject any tested bearing with any of the following characteristics:

•

A bulging pattern that suggests laminate parallelism

•

A layer thickness that is outside the specified tolerances

•

A laminate is poorly bonded

•

Any visible cracks on the surface.

f. Long-duration Compression Tests on Bearings

For long-term compression testing, the manufacturer shall follow the ambient-temperature test
procedure outlined in this section, but will maintain the second load for 15 hours. At the end of this
15 hours, while a bearing is still under load, the manufacturer shall visually examine it. If the bearing
indicates any visual patterns or cracks, it fails this test. The Engineer shall reject any bearing that
fails this test.

g. Shear Modulus Tests on Material from Bearings

The manufacturer shall determine the shear modulus of a material in the finished bearing by cutting
a specimen from this materials and using the apparatus and procedure described in Annex A of
ASTM D4014 - 03(2007), amended where necessary in either Table 25-3 or Table 25-4, as

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appropriate. The Engineer has discretion to ask the manufacturer to conduct a comparable
nondestructive stiffness test on a pair of finished bearings.

A material’s shear modulus shall fall within

±15% of the value specified for it in the Contract documents. If the Contract documents do not specify
a shear modulus for a material, its range for hardness shall conform to the details outlined for such
materials in the AASHTO LRFD Bridge Design Specifications and Abu Dhabi Road Structures
Design Manual (AD-D-06). When applying this test on material from finished bearings, the
manufacturer shall compute shear modulus from the measured shear stiffness of the bearings, taking
into account the influence of bearing geometry and compressive loading.

25.6.4.2

Testing Pot and Disc Bearings

Tests for pot and disc bearings shall comply with the requirements outlined in this section.

a. Lot Sizes for Pot and Disc Bearing Tests

The Contractor shall conduct sampling and testing for each lot, and shall apply acceptance criteria
for each lot as a whole. To determine the quantity of bearings in a lot, the Contractor shall apply the
following criteria:

•

A lot shall not exceed a single Contract document or Project quantity.

•

A lot shall not exceed 25 bearings.

•

A lot shall consist of bearings of the same type, regardless of load capacity. A lot may contain

fixed or expansion bearings. The Contractor shall consider guided and non-guided expansion
bearings to be a single type.

b. Sampling and Acceptance

The  Manufacturer  shall  sample,  at  random,  a  minimum  of  two  (2)  bearings  and,  as  permitted  or
required, a minimum of two (2) individual bearing components from each completed lot of bearings
for  material  certification  and  performance  testing  by  the  Manufacturer.  Individual  bearing
components  sampled  for  material  certification  or  performance  testing  shall  be  sampled  from  the
materials used to fabricate a lot of bearings, and not from completed bearings. The Manufacturer
shall  complete  the  required  testing  and  determine  compliance  with  this  specification  before
submitting  the  lot(s)  for  quality-assurance  inspection,  testing,  and  acceptance  consideration.  The
results of the Manufacturer's tests shall be furnished to the Engineer.

c. Material Certification Tests for Pot and Disc Bearings

Material certification tests shall be conducted in accordance with Article 25.6.2.1.

The Manufacturer shall also provide certification for all elastomeric and polyether urethane elements.
These material

’s properties shall satisfy the requirements specified in the Contract documents.

These material’s properties shall also pass the tests for pot bearings described in Article 25.4.7.3
and the tests for disc bearings described in Article 25.4.7.7. The Engineer may also require additional
tests.

d. Dimension Check and Clearance Test for Pot and Disc Bearings

Dimensions and clearances shall be checked for all bearings according to Articles 25.6.2.3 and
25.6.2.4.

The clearance test between the piston and the pot on a pot bearing and the clearance between the
shear-restricting element and disc on a disc bearing are critical clearances that shall be verified
through the clearance test, described in Article 25.6.2.4, to ensure proper functioning of the bearing
through its entire design displacement and rotation.

e. Long-Term Deterioration Test

The long-term deterioration test shall satisfy the requirements of Article 25.6.2.8. When testing is
specified by the Owner to be on a per lot basis, the long-term deterioration test shall be performed

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on one (1) sampled disc bearing of each lot and one (1) sampled pot bearing of each lot. For such
testing, sealing rings with rectangular cross-sections and sealing rings with circular cross sections
shall meet the specifications outlined in the AASHTO LRFD Bridge Design Specifications and Road
Structures Design Manual (ADDQC TR-516).

f. Quality Assurance Testing for Pot and Disc Bearings

When the Contract documents specify quality assurance testing, the Manufacturer shall give the
required number of complete bearings and component samples to the Engineer for quality-
assurance testing in accordance with Table 25-9.

The Engineer shall test at least one elastomeric element per lot of bearings for pot bearings. For pot
bearings, the Engineer shall conduct at least one set of material property tests per lot. All exterior
surfaces of sampled production bearings shall be smooth and free from irregularities or protrusions
that might interfere with testing procedures.

The Project schedules shall allocate at least 30 days for inspection, sampling, and quality assurance
testing of production bearings and component materials.

Bearings with tapered sole plates shall conform to the provisions outlined in Article 25.6.1.1.

The Engineer may select, at random, required sample bearings from completed lots and samples of
elastomeric and PTFE materials for quality assurance testing.

The Contractor shall assume the cost of transporting all samples from the place of manufacture to
the test site and then either back to the place of manufacture or, if applicable, to the Project site.

Table 25-9 shows the sample required for different quality assurance testing.

Table 25-9: Samples required for quality assurance testing

Test

Samples required

Proof load

One production bearing per lot

Coefficient of Friction

One production bearing per lot

Physical Properties of Elastomeric
Rotational Element

One elastomeric element per lot

Physical Properties of PTFE Sheet

One 0.25 m×0.38 m sheet of PTFE material per project

Physical

Properties

Polyether

Urethane Structural Element (except
compression set)

One 0.25 m×0.38 m sheet of polyether urethane material
(thickness of 1.6 mm to 3.1 mm per lot)

Compression

Set

Polyether

Urethane Structural Element

One 0.10 m×0.10 m sheet of polyether urethane per lot,
moulded or cut to the thickness requirements of ASTM
D395 - 03(2008), Method B

g. Proof Load Test for Pot and Disc Bearings

Sampled bearings shall be short-term load-tested to 150% of its specified rated capacity at an angle
of 1.14 degrees. If

a bearing’s size prohibits adequate testing with available equipment, the Owner

and Manufacturer may agree to test a prototype bearing that has characteristics that are comparable
with those required for the Project. The load shall be held for 5 minutes, removed, then reapplied for
5 minutes. If the load drops below the required value during either application, the test shall be
restarted from the beginning.

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At the discretion of the Owner, a long-term proof load test may also be specified or substituted for
the short-term proof load test. Except as specified below, the magnitude of the loading, test
procedures, and failure criteria for the long-term test shall be identical to that of the short-term test.
The first loading shall be held for 5 minutes and the second loading shall be held for 15 hours. If the
load drops below 90 percent of its target value during this time, the load shall be increased to the
target value and the test duration shall be increased by the period of time for which the load was
below the required value.

Throughout this test, the

bearing’s steel bearing plate and steel piston shall maintain continuous and

uniform contact.

The manufacturer shall visually examine each bearing both during the test and upon disassembly
after the test. The Owner shall reject an entire lot for which such testing has caused visual defects
to even a single bearing. Causes for rejection include any of the following resultant visual defects:

•

Extruded or deformed elastomer, polyether urethane, or PTFE

•

Damaged seals or limiting rings

•

Evidence of metal-to-metal contact between the pot wall and the top plate

•

Cracked steel

Throughout tests for disc bearings, continuous and uniform contact shall be maintained between the
polyether urethane element and the bearing plates and between the sliding steel top plate and the
upper bearing plate. The Owner may reject an entire lot for which any lift-off has been observed for
even a single bearing during such testing.

h. Sliding Coefficient of Friction Test for Pot and Disc Bearings

For all guided and non-guided expansion-type bearings, the manufacturer shall measure the sliding
coefficient of friction at the bearing's design capacity in accordance with the specifications outlined
in Article 25.6.2.2 and Article 25.6.2.7. The manufacturer shall also take addition measurements on
the fifth and fiftieth cycles at a sliding speed of 25 mm per minute.

To calculate a bearing’s sliding coefficient of friction, the manufacturer shall divide the horizontal
load required to keep the bearing sliding continuously by the bearing's vertical design capacity.

A bearing’s measured sliding coefficients of friction shall not exceed 3%.

The manufacturer shall visually examine each tested bearing both during and after testing. The
Owner shall reject an entire lot for which such testing has caused visual defects to even a single
bearing. Causes for rejection include any of the following resultant visual defects:

•

Bond failure

•

Physical destruction

•

Cold flow of PTFE to the point of de-bonding

•

Damaged components

The Contractor may use bearings that are not damaged during testing in the Project work.

25.6.4.3

Testing Rocker and Roller Bearing

The manufacturer shall conduct material certification tests for rocker and roller bearings to verify that
their material properties meet the P

roject’s requirements.

25.6.4.4

Testing Polytetrafluorethylene Surfaces for Bearings

The Engineer may require inspection of completed bearings or representative samples of bearings
with PTFE surfaces. Inspectors, if appointed, shall be allowed free access to the necessary part of
the Manufacturer's plant and test facility. If the Manufacturer performs testing, they shall submit
copies of the test results to the Engineer.

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The Manufacturer is required to perform material tests, as defined in Article 25.6.2.2, on the materials
used in the sliding surface. The manufacturer shall perform at least one test for each lot of bearings.

If the Engineer requests such testing and test facilities permit such testing, the manufacturer shall
conduct complete bearing friction tests as defined in Article 25.6.2.9. If a test facility does not permit
testing complete bearings, the Engineer may direct the Contractor to manufacture extra bearings
and to prepare samples of at least 450 KN Capacity at normal working stresses by sectioning the
bearings. As soon as all bearings have been manufactured for the Project, the Contractor shall notify
the Engineer, who shall randomly select prescribed test bearings from the lot. The Contractor shall
also provide the Manufacturer's certification of the steel, elastomeric pads, preformed fabric pads,
PTFE, and other materials used in the construction of the bearings.

After such testing, the Engineer may inspect tested bearings on site for visible defects. After such
inspection, the Engineer may approve the use of bearings that passed such testing for use in the
structure under construction.

25.6.4.5

Testing Bronze or Copper-alloyed Plates for Bearings

The manufacturer shall conduct material certification tests for bronze or copper-alloy bearings to
verify that their material properties meet the P

roject’s requirements.

25.6.4.6

Testing for Curved Sliding Bearing

Curved PTFE sliding surfaces shall satisfy all of the test requirements specified for PTFE sliding
surfaces in Article 25.6.4.4. If, however, a prototype bearing is too large to test, the Contractor may
manufacture a test bearing using materials and fabrication methods that are identical to those used
for the prototype, rather than sectioning the bearing. When bearings are too large for testing, the
Engineer shall determine the size of any test bearings to be specially manufactured.

Critical dimensions shall include the difference between the average radii of the two elements and
the variation of the actual curved surface from the average one. The Engineer may require the
Contractor to verify these critical dimensions by following the procedure described in Article 25.6.2.3.

25.6.5

Use of Tested Bearings in a Structure

The Contractor may use bearings that have been satisfactorily tested in accordance with the
requirements of this chapter in the structure under construction. As the Engineer so requires, the
Contractor shall equip such tested bearings with new deformable elements, sliding elements, and
seals.

25.7

Packaging, Handling, and Storing Bearing Devices

Each bearing shall be assembled at the plant, shall be marked for identification, and shall be
delivered to the construction site as a complete unit.

Before shipment from the point of manufacture, bearings shall be packaged to protect them against
damage from handling, weather, or other normal hazard during shipment and storage. The
Contractor shall clearly mark the components of each completed bearing. They shall also securely
bolt, strap, or otherwise fasten completed bearings to prevent any relative movement. In compliance
with the Contract documents, the Contractor shall mark the top of each bearing to clearly indicate its
location, orientation, and preset in each structure in the Project.

All bearing devices and components shall be stored at the work site in an area that provides
protection from environmental and physical damage. When installed, bearings shall be clean and
free of all foreign substances.

The Contractor shall not open or dismantle bearings at the site unless doing so is absolutely
necessary for inspection or installation.

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25.8

Installing Bearing Devices

Qualified personnel shall install bearings in the positions shown in the Contract documents. When
installing bearings, the Contractor shall set them to the dimensions and offsets prescribed by the
Manufacturer,  the  Engineer,  and  the  Contract  documents,  making  any  necessary  adjustments  to
account  for  anticipated  temperatures,  future  movements  of  the  bridge  caused  by  temperature
changes, release of falsework, and shortening  caused by pre-stressing. The Contractor shall use
the  approved  working  drawings  which  locate  the  bearings  taking  into  account  the  size  of  the  top
plate,  preset,  etc  that  ensures  that  the  bearing  does  not  encroach  to  close  to  the  deck  concrete
edges.  The centre line of the bottom part of the bearings shall be in line at any one support.

Each bridge bearing shall be located within ±3 mm of its correct position in the horizontal plane and
oriented to within an angular tolerance of 1.14 degrees. Guided bearings and bearings that rotate
about only one axis shall be oriented in the direction specified in the Contract documents to within
an angel tolerance of 0.28 degrees. All bearings except those that are placed in opposing pairs shall
be set horizontal to within an angular tolerance of 0.28 degrees, and must have full and even contact
with load plates, where these exist. A superstructure supported by a bearing shall be set so that,
under full dead load, its slope lies within an angular tolerance of 0.28 degrees of the design value.
Any departure from this tolerance shall be corrected by means of a tapered plate or by other means
approved by the Engineer. If the Contractor uses shim stacks to level a bearing, they shall remove
the shim stacks after grouting and before the weight of the superstructure acts on the bearing.

Metallic bearing assemblies that are not embedded in concrete shall be bedded on the concrete with
a filler or fabric material that conforms to the specifications outlined in Section 25.4.13.

Where bearings are seated directly on steel work, the Contractor shall machine the supporting
surface to provide a level surface upon which a bearing is placed.

Bearings or masonry plates that rest on steel supports may be directly installed on the supports,
given that the support is flat within a tolerance of 0.002 times its nominal dimension and is sufficiently
rigid to resist deformation under specified loads.

25.8.1

Installing Elastomeric Bearings

Elastomeric bearings without external load plates may reside directly on a concrete or steel surface
if such surface is flat to within a tolerance of 0.005 mm of the nominal dimension for steel reinforced
bearings and within 0.01 mm of the nominal dimension for other bearings. Bearings shall reside on
surfaces that are horizontal to within 0.6 degrees. The Contractor shall correct any lack of parallelism
between the top of the bearing and the underside of the girder that exceeds 0.6 degrees by grouting
or by applying another method as directed by the Engineer.

All concrete bearing surfaces on which elastomeric bearing pads are to be placed shall be wood
float finished to a level plane that shall not vary more than 3 mm from a straightedge placed in any
direction across the area. A finished bearing seat shall not vary more than 3 mm from the elevation
shown on the Contract plans.

Concrete or metal surfaces on which the bearing pads are to be set shall be dry, clean, and free
from dirt, grease, laitance, and contaminants. The Contractor shall not place any bearing pad until
the Engineer has inspected and approved the seat conditions.

Using an approved epoxy mortar pad, with surface roughness no smoother than gr.40 sand-particles,
in accordance with the recommendations of each elastomeric be

aring pad’s Manufacturer, the

Contractor shall fix all elastomeric bearing pads in position on the bearing seat.

For expansion bearings only, the Contractor shall use polyethylene sheeting or another removable
bond-breaking material that has been approved by the Engineer to prevent concrete from bonding
to the top surface of each bearing pad.

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The Contractor shall not weld exterior plates of the bearing unless at least 40 mm of steel resides
between the weld and the elastomer. In no case shall an elastomer or bond be subjected to
temperature higher than 200° C.

25.8.1.1

Stress Relieving of Elastomeric Expansion Bearings

No sooner than 30 days after the final stressing and grouting of the pre-stressing steel, the Contractor
shall use jacks to raise the concrete superstructure at expansion bearings to relieve the shear strain
in the elastomeric bearing pads that results from elastic shortening and shrinkage of the concrete.
The Contractor shall provide steel flat jacks with steel shims for jacking between the superstructure
end diaphragm and the abutment seat. Flat jacks shall have a maximum outside diameter of 600
mm, a minimum capacity of 350 metric tons, and minimum travel of 25 mm. The Contractor shall
obtain written approval from the Engineer for the specifications of such flat jacks.

The Contractor shall place jacks at the locations shown on the Contract plans and shall operate them
simultaneously through a manifold to equalize pressure. To relieve the load and shear deflection
from the bearing pads and to allow removal of the bond breaking material, the Contractor shall extend
jacks no more than the minimum. Stress relief for bearing pads shall occur only at expansion
bearings. For the two span continuous structures, the Contractor shall only jack one abutment at a
time.

To avoid compounding stresses in bearing pads with stresses caused by temperature changes, the
Contractor shall only perform a jacking operation when the abutment air temperature is between 20°
C and 32° C. After completing a jacking operation, the Contractor shall immediately release the
pressure in the jacks and remove them to avoid complications that can result when temperature
changes cause the superstructure to expand or contract.

To ensure reliability, the Contractor shall use only new jacks. Before reusing any jacks, the
Contractor shall get approval from the Engineer. The Contractor shall operate jacks only under the
Engineer’s direct supervision.

25.8.2

Installing Pot and Disc Bearings

The Contractor shall certify to the Engineer that a skilled representative of the bearing Manufacturer
will be available to the Contractor to give aid and instruction in the installation of bearings to ensure
satisfactory results.

This skilled representative shall be present during the initial installation of the bearings and shall
remain on the job until the Engineer declares that the bearing installation is proceeding smoothly
and that workers involved are familiar with the work required for each installation. The Engineer may
also require the Contractor to arrange to have this representative present at any other times.

The Contractor shall install pot and disc bearings in accordance with the Contract documents and
approved working drawings. After final installation of bearings, the Engineer, in the presence of the
Manufacturer's representative, shall inspect all bearing components to ensure that they are level and
parallel to within 2.6 mm/m. The Contractor shall correct any deviations in excess of the allowed
tolerances.

Using templates, the Contractor shall monolithically cast anchor bolts with the substructure concrete
to the exact locations and with precise bolt projections above a bearing seat, as shown on the
Contract plans and approved working drawings.

Using an epoxy and quartz sand grout, the Contractor shall place bearing grout pads in accordance
with the Contract plans, these specifications, and the bearing Manufacturer

’s recommendations. Top

surfaces of epoxy grout pads shall be perfectly level; the Contractor shall correct any perceptible
deviations from a straightedge by filling them as necessary with epoxy mortar and grinding such
deviations until they are level. Alternatively, a high strength self levelling grout below bearings may
be used in accordance with the bearing Manufacturer’s recommendations.

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The Contractor shall place bearings when erecting the superstructure form, and shall remove all
temporary restraints as directed by the bearing Manufacturer.

Bearings shall reside in the exact alignment shown on the Contract plans for each location and shall
have proper directional orientation. To prevent wedging actions in a bearing that may result from
movements of a superstructure, the Contractor shall carefully align both the base and upper part of
a guided expansion bearing to be parallel to the expansion axis of the structure. The Contractor shall
adjust the location of the upper part of a bearing relative to the base to accommodate for temperature
at the time of erection.

If bearings are disassembled for any reason, the Contractor shall be extremely careful to ensure that
the rubber pads and piston rings are properly seated in the recess with piston ring gaps 180° apart.

25.8.3

Installing Rocker and Roller Bearings

When setting rocker and roller bearings, the installer shall take into account how the support span
may by impacted by variations from mean temperature and otherwise change in length. The installer
shall ensure that at mean temperature, after release of falsework and any shortening due to pre-
stressing force and shrinkage,

the supported span’s rockers and rollers will be vertical. The installer

shall be careful to properly set and adjust bearings to avoid restricting the full and free movement of
the superstructure at movable bearings.

The Contractor shall coat all contact surfaces thoroughly with oil and graphite before placing roller
bearings.

Positions of cylindrical bearings shall ensure that their axes of rotation are in alignment and coincide
with the

superstructure’s axis of rotation.

25.8.4

Installing Spherical Bearings

Spherical bearings shall be installed as specified in the Contract documents.

25.8.5

Installing Bronze or Copper-alloyed Plates for Bearings

Installation of bronze or copper-alloyed plates for bearings shall comply with the requirements
outlined in this section.

25.8.5.1

Bronze Bearing and Expansion Plates

Bronze  bearing  and  expansion  plates  shall  conform  to  the  requirements  for  C91100,  C86300,  or
C90500  alloys  as  outlined  in  the  Specification  for  Bronze  Castings  for  Bridges  and  Turntables
(AASHTO  M  107-09)  or  (ASTM  B22  -  09e2).  Unless  the  Contract  documents  specify  otherwise,
bronze bearing and expansion plates shall be alloy C91100.  Components may be cast, rolled, or
forged. Castings shall be free of blow-holes that are larger than 3 mm. Contact surfaces shall be free
of blow-holes of any size.

Casting for bronze plates shall comply with details shown in the Contract documents. Unless the
Contract documents indicate otherwise, sliding surfaces shall be polished and shall reside in a plane
that parallels the movement of the spans.

25.8.5.2

Rolled Copper-alloy Bearings and Expansion Plates

Rolled copper-alloy bearing and expansion plates shall conform to the Specification for Rolled
Copper-Alloy Bearing and Expansion Plates and Sheets for Bridge and Other Structural Uses
(AASHTO M 108-09) or (ASTM B100 - 08). Unless the Contract documents specify otherwise, rolled
copper bearings and expansion plates shall be C51000 alloy or C51100 alloy.

The Contractor shall provide copper-alloy plates in accordance with the Contract documents. Rolled
plates with plane, true, and smooth surfaces shall not require finishing.

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25.8.6

Installing Masonry, Sole, and Shim Plates for Bearings

To form holes in bearing plates, the Contractor may apply drilling, punching, or accurately controlled
oxygen-cutting. The Contractor shall remove all burrs by grinding.

Bearing plates shall be level, as shown in the Contract documents and shall have a uniform bearing
over an entire area. When plates are embedded in concrete, installers shall ensure that the plates
remain in their correct positions while concrete is placed.

25.8.7

Installing Polytetrafluorethylene Surfaces for Bearings

25.8.7.1

Attachment of Polytetrafluorethylene Material

Mechanically fastening for PTFE sheets, when applied, shall be as shown in the Contract
documents; sizes, types, and numbers of fasteners shall be as required. The installer shall ensure
that any fastener used for a PTFE sheet and its back-up material provide full bearing.

a. Flat Sheet Polytetrafluorethylene

All flat PTFE sheets that are attached to a metal backing plate shall be attached by recessing into
the backing of the plate for one-half of the PTFE thickness and bonding. PTFE attached to other
materials, such as elastomers, shall be attached by a method specified in the Contract documents
or as directed by the Engineer.

All PTFE shall be factory-bonded, using an adhesive that is approved by the Engineer, in accordance
with the instructions of the adhesive's Manufacturer. Before bonding, the approved Manufacturer
shall use a sodium naphthalene or sodium ammonia process

to etch a PTFE sheet’s surface. When

a backing plate is metal, bonding shall be conducted under a uniform pressure greater than 0.7 MPa.

A bond’s peel strength shall not be less than 3.5 N/mm, tested in accordance with method B from
ASTM D429 - 08.

A PTFE sheet’s finished surface shall be smooth and free from bubbles. It shall

also conform to the tolerances shown in Table 25-6. Filled PTFE sheets shall be polished after
bonding.

b. Curved Sheet Polytetrafluorethylene

Curved PTFE sheets, such as those used in spherical bearings, shall be attached by recessing for
one-half the PTFE thickness.

A PTFE element’s dimensions shall enable it to fit tightly in its recess

even when a bearing is subjected to its lowest design temperature.

c. Fabric Containing Polytetrafluorethylene Fibres

Fabric made from woven PTFE fibres shall be bonded or mechanically attached to a rigid substrate.
A fabric shall be capable of carrying unit stress of 70 MPa without cold flow. A fabric-substrate bond
shall be capable of withstanding, without delamination, a shear force equal or greater than (0.1+μ)
P at the same time as the normal load, where μ is the design coefficient of friction between a PTFE
sheet and its mating surface and P is the design load acting perpendicularly to the interface.

25.8.7.2

Stainless Steel Mating Surface

When the Contract documents specify that a stainless steel element specified is a single piece, the
Contractor shall comply. Each sheet shall be attached to its backing material by seal welding around
the entire perimeter, preventing moisture from entering between the stainless steel and the backing
material. Welds shall conform to the current AASHTO/AWS D1.5M/D1.5:2010 Bridge Welding Code.
After welding, a stainless steel sheet shall be flat, free from wrinkles, and in continuous contact with
its backing plate.

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25.8.7.3

Lubrication for Polytetrafluorethylene Surfaces

If the Contract documents so specify or the Engineer so directs, installers shall apply lubrication to
an entire PTFE surface. If PTFE is dimpled, installers shall apply enough lubricant to fill all the
dimples.

25.8.7.4

Installation of Polytetrafluorethylene Surfaces

Installation of PTFE surfaces shall comply with the specifications outlined in Section 25.8.3.

25.8.8

Installing Anchor Bolts for Bearing Devices

The Contractor shall drill holes for anchor bolts and set them in Portland cement grout. As an
alternative, installers may preset anchor bolts as shown in the Contract documents or as directed by
the Engineer.

To locate anchor bolts, installers shall take into account any mean temperature variations that could
impact the superstructure at time of setting, as well as any anticipated lengthening of a bottom chord
or bottom flange causes by the dead load after setting. As much as practicable, at mean temperature
and under dead loads, anchor bolts at expansion bearings shall be centred in their slots. Installers
shall be careful to ensure that anchor bolts and nuts do not restrict the superstructures full and free
movement at movable bearings.

25.8.9

Installing Load Plates for Bearing Devices

The Contractor may make load plates from either a single plate or from several steel laminates that
are each oriented in a plane perpendicular to the direction of the load. Installers shall use seal
welding to join such built-up load plates and to prevent the ingress of moisture. Such welds shall
also provide sufficient shear strength to resist applied loads. A load plate shall have no sharp corners
or edges. To form holes, the installer may apply drilling, punching, or accurately controlled oxygen
cutting. Installers shall remove all burrs by grinding.

25.8.10

Installing Guides for Bearing Devices

When attaching guide bars to the body of a bearing, installers shall minimize distortion and shall
ensure that all parts of a bearing remain within the tolerance for flatness.

A guide system’s sliding

surfaces shall be flat and parallel.

Bolts or threaded fasteners that attach guide bars to their supporting plates shall have a sufficient
embedded thread length to develop their strength.

To attach low-friction material at a contact interface, the installer shall simultaneously use two or
more of the following methods to attach it to its backing piece:

a.  Bonding
b.  Recessing
c.  Mechanical attachment with countersunk fasteners

If material is bonded, the installer shall affix it using a method recommended by either the
Manufacturer of the material or the bonding agent. Recessing shall be one-half of the material
thickness. Fasteners shall be countersunk to a depth that ensures that they will not touch the mating
material after allowing for wear.

25.8.11

Installing Guide-ways and Restraints for Bearing Devices

Guided bearings and bearings that rotate about only one axes shall be oriented in the direction
specified on the Contract plans to within an angular tolerance of 0.3 degrees.

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25.8.12

Installing Seismic Buffer Blocks

Installation of seismic buffer blocks, if used, shall comply with the Contract plans. Buffer blocks shall
be elastomeric blocks that are vulcanised to steel plates that, in turn, are anchored into concrete.

Elastomeric blocks shall comply with the stiffness requirements given on the Contract plans.

25.8.13

Installing Seismic Restraint Cables

The Contractor shall provide and install seismic restraint cables in accordance with the Contract
plans. The Contractor may propose alternative proprietary systems for approval from the Engineer.

Restraint cables shall be unstressed and positioned with no more than 10 mm slack between
anchorages. The Contractor shall prepare detailed method statements that describe the installation
methods that will achieve this requirement and submit these statements to the Engineer for approval.
Retaining plates shall prevent slippage of the wedges.

25.8.14

Installing Shear Transfer Units at Abutments

The Contractor shall furnish and install shear transfer units between the superstructure abutment
shear blocks and where indicated on the Contract plans, as specified herein, as detailed on the
Contract plans and as directed by the Engineer.

•

Shear transfer units shall be elastomeric materials complying with the requirements as

specified in Section 25.4.6.

•

All steel components shall comply with the requirements of all applicable clauses in Section

25.4 and Section 30.5 of Chapter 30, Miscellaneous Metals, of these Standard Specifications.

•

The PTFE layers shall comply with the requirements as specified in Section 25.4.11.

•

Installation of shear transfer units shall comply with the details as indicated on the Contract

plans

and the manufacturer’s printed directions.

25.8.15

Load Cells

Load cells for measuring applied vertical load, shall be provided for the bearings indicated on the
Contract  plans  and  others  as  proposed  by  the  Contractor  and  approved  by  the  Engineer  for
monitoring of load transfer during construction. The loads cells shall comprise a pressure transducer
connected for instance to the elastomer in the pot bearing (or by other suitable method approved by
the  Engineer for  disc  or spherical  bearings) giving  an  instantaneous reading to  a  local Windows-
based  personal  computer  (PC)  for  display.  The  computer  shall  be  provided  with  a  suitable  Data
Acquisition  System  (DAS)  for  storing,  analysing  and  displaying  the  data  in  graphical  format.
Graphical output shall be given in terms of the variation of vertical load over time. The DAS shall be
capable of recording and displaying results at a minimum rate of 1Hz.

All load cells shall be operational during construction to enable monitoring of loads throughout that
phase. Load cells, by design, shall enable replacement of damaged units during construction or at
any time thereafter.

The Contractor shall design, supply, maintain, and operate the system during construction, recording
loads to an accuracy of +/-5%.

25.9

Bearing Replacement

The Contractor shall provide fully detailed proposals for bearing replacement, including all related
components at all bearing positions. These proposals shall include sizes and positions of jacking
equipment, a methodology for removing existing bearings, details for installing the new bearings,
and descriptions of all temporary works that are necessary to enable replacement of bearings. The
Contractor shall describe any modifications to the outlines of permanent works and any additional
local reinforcement in permanent works at jacking locations. Bearing replacement proposals shall
provide all necessary information and facilities to enable subsequent bearing replacement without

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adding attachments or fixings to the permanent works. The Contractor shall ensure that permanent
works provide all necessary additional reinforcement and cast-in sockets; the Contractor shall also
supply any additional materials, as necessary to support the bearing replacement proposal.

The Contractor shall make necessary provisions to reinstate fuse links after an earthquake occurs
that exceeds the capacity of fuse links, but that is less than the extreme event. Fuse link devices and
seismic devices shall be designed for ease of reinstatement and to support any jacking that would
be necessary to adjust a deck back to its original horizontal alignment with minimal temporary works.

25.10

Warranty and Maintenance for Bearing Devices

The  Contractor  shall  obtain  the  specified  warranty  period  from  the  Manufacturer  for  all  bearing
devices that are installed for the Project.  Such warranties shall extend to all elements of covered
bearings. The Manufacturer warranties shall cover any defective workmanship and product failure.

The required warranty periods for each category of bearings shall be as follows:

25 years for spherical type

20 years for pot, disc, rocker and roller type

15 years for laminated elastomeric type

10 years for plain elastomeric type

The Contractor shall provide certification from the Manufacturer of the bearing devices that shows
that all materials in the bearings conform to the requirements stated in Section 25.4 of this chapter.
The Contractor shall transfer to the Owner the M

anufacturer’s warranty on each installation.

The Contractor shall inspect the bearing devices that are installed on the Project within one year of
its opening to traffic. The Contractor shall be responsible for required maintenance to ensure such
bearings

’ 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 bearing Manufacturer shall provide guidelines and manuals to support routine maintenance and
replacement of the bearing devices and to support resolution of any concerns during the warranty
period.

25.11

Documentation for Bearing Devices

The Contractor shall provide all necessary documentation for approval of the design, manufacture,
and installation of bearing devices and for the long term inspection, maintenance, and potential
replacement of such bearings. Such documentation shall include the following:

•

Design

•

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 bearings

•

Procedures for maintenance

•

A fully detailed method statement for the replacement of bearings

•

Risk assessments and appropriate safety information.

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NDEX

Absorption of water, 25-22
acid-soluble sulfate content, 25-20
actual design capacity, 25-5
Adhesive material, 25-17
aggregate size, 25-19
ambient-temperature tests, 25-30
Anchor bolts, 25-1,

25-18

axes, 25-38, 25-40
Bearing assemblies, 25-10, 25-23
bearing elements, 25-5, 25-27
bearing schedule, 25-6
bedding, 25-1,

25-18

25-19

, 25-20, 25-21, 25-

blow-holes, 25-9, 25-38
Bonds, 25-24
bridge bearings, 25-1, 25-5
cementitious, 25-20, 25-21, 25-22
chemical properties, 25-19, 25-27
chloride ion content, 25-19, 25-20
chloride salts, 25-20
coefficient of friction, 25-5, 25-28, 25-29, 25-

30, 25-34, 25-39

compression, 25-6, 25-14,

25-18

, 25-28, 25-

29, 25-30, 25-31, 25-33

compressive strength, 25-5,

25-19

, 25-21, 25-

22, 25-23

countersunk fasteners, 25-40
critical dimensions, 25-28, 25-35
cubes, 25-19, 25-21, 25-22, 25-23
damping coefficient, 25-8
design calculations, 25-5
deterioration tests, 25-29
disassembly, 25-30, 25-34
Disc bearings, 25-1
Durometer hardness, 25-14
elastic stability tests, 25-22
Elastomeric pad bearings, 25-1
environmental conditions, 25-14,

25-18

expansion bearings, 25-8, 25-16, 25-32, 25-

36, 25-37, 25-40

expansion plates, 25-1, 25-15, 25-38
Fabric reinforcement, 25-13
Filler material, 25-16
flatness, 25-24, 25-28, 25-40
Forged steel, 25-9
fuse links, 25-6, 25-41
Guide devices, 25-1
guided expansion, 25-5, 25-32, 25-34, 25-38
horizontal load, 25-5, 25-6, 25-30, 25-34
inspections, 25-27
Installation scheme, 25-5
load capacities, 25-27

load cells, 25-41
load combination, 25-6
load range, 25-5, 25-27
long-term, 25-29, 25-31
low-temperature tests, 25-30, 25-31
Lubricants, 25-1,

25-18

Masonry, 25-1, 25-15,

25-18

, 25-38

masonry plates, 25-1,

25-18

25-19

, 25-24, 25-

mating surface, 25-8,

25-18

, 25-39

Mechanical attachment, 25-40
Metal plates, 25-15
minimum peel strength, 25-14
movement capacity, 25-5
necessary documentation, 25-42
non-guided expansion, 25-5
Portland cement, 25-20, 25-40
Pot bearings, 25-1
Qualified personnel, 25-36
random, 25-30, 25-31, 25-33
Recessing, 25-40
relative displacement, 25-8
relative velocity, 25-8
representative samples, 25-34
Risk assessments, 25-42
Rocker bearings, 25-1
Roller bearings, 25-1
rotation, 25-5, 25-8, 25-15, 25-29, 25-31, 25-

seal weld, 25-8
Sealing rings, 25-14
seismic buffer blocks, 25-40
seismic loads, 25-6
seismic restraint cables, 25-41
Seismic restraint devices, 25-6
shear modulus, 25-10, 25-30, 25-31
shimming, 25-16
Shims, 25-16
shipment, 25-35
Short term expansion, 25-22
Sliding plate bearings, 25-1
sliding surfaces, 25-8, 25-29, 25-35, 25-38,

25-40

Sole and shim plates, 25-1
Spherical bearings, 25-1, 25-38
stainless steel, 25-8, 25-14, 25-23, 25-24, 25-

steel laminates, 25-9, 25-40
steel piston, 25-14, 25-34
stiffness, 25-8, 25-11, 25-13, 25-31, 25-40
tapered sole plates, 25-33
temporary lift-off, 25-6

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testing requirements, 25-9, 25-10, 25-27, 25-

thickness, 25-9,

25-18

, 25-24, 25-31, 25-33,

25-39, 25-40

tolerances, 25-8, 25-23, 25-31, 25-37, 25-39
vertical load, 25-28, 25-30
Visual Inspection, 25-31
Vulcanized bonds, 25-14

vulcanizing process, 25-10
warranty, 25-42
Water, 25-20, 25-22
welding, 25-5, 25-14, 25-24, 25-39, 25-40
welding process, 25-5

Woven fabric

25-17

written notification, 25-23

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Chapter 26: Bridge Deck Joint Systems

ABLE OF

ONTENTS

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

List of Tables .................................................................................................................................. iii

Bridge Deck Joint Systems .............................................................................................. 26-1

26.1

General Description ..................................................................................................... 26-1

26.1.1

Compression Seal Expansion Joints ..................................................................... 26-1

26.1.2

Other Type of Expansion and Fixed Joints ............................................................ 26-1

26.1.3

Asphaltic Plug Joint (APJ) ..................................................................................... 26-2

26.1.4

Poured Joint Seals ................................................................................................ 26-2

26.1.5

Dimensions and Movement Ratings ...................................................................... 26-2

26.1.6

Water-tightness..................................................................................................... 26-2

26.1.7

Strength ................................................................................................................ 26-3

26.1.8

Proposed Subcontractor ....................................................................................... 26-3

26.1.9

Materials Compliance ........................................................................................... 26-3

26.2

Reference Standards and Codes ................................................................................. 26-3

26.3

Submittals for Bridge Deck Joint Systems .................................................................... 26-6

26.3.1

Working Drawing Submissions ............................................................................. 26-6

26.3.2

Submittals for Joint Sealing Systems .................................................................... 26-7

26.3.3

Submittals for Strip Seal Type Expansion Joints ................................................... 26-7

26.3.4

Submittals for Finger Type Expansion Joints ........................................................ 26-8

26.3.5

Submittals for Elastomeric Expansion Joints ......................................................... 26-8

26.3.6

Submittals for Modular Bridge Joint System .......................................................... 26-8

26.3.7

Submittals for Fixed Joint Seals ............................................................................ 26-9

26.3.8

Submittals for Asphaltic Plug Type Joint ............................................................... 26-9

26.4

Materials for Bridge Deck Joint Systems .................................................................... 26-10

26.4.1

Compression Seal Expansion Joints ................................................................... 26-10

26.4.2

Preformed Elastomeric Neoprene Profile Seal Expansion Joints ........................ 26-10

26.4.3

Low-density, Closed Cell, Cross-Linked, Nitrogen-blown Seal Expansion Joints 26-10

26.4.4

Strip Seal Type Expansion Joints ....................................................................... 26-12

26.4.5

Finger Type Expansion Joints ............................................................................. 26-12

26.4.6

Elastomeric Expansion Joints ............................................................................. 26-13

26.4.7

Modular Bridge Joint Systems ............................................................................ 26-15

26.4.8

Fixed Joint Seal .................................................................................................. 26-16

26.4.9

Asphaltic Plug Joint (APJ) ................................................................................... 26-16

26.4.10

Header Materials ................................................................................................ 26-16

26.5

Manufacturing and Fabrication of Bridge Deck Joint Systems .................................... 26-21

26.5.1

Manufacturing Joint Sealing Systems ................................................................. 26-21

26.5.2

Manufacturing Strip Seal Type Expansion Joints ................................................ 26-22

26.5.3

Manufacturing Finger Type Expansion Joints ..................................................... 26-22

26.5.4

Manufacturing Elastomeric Expansion Joints ...................................................... 26-22

26.5.5

Manufacturing Modular Bridge Joint Systems ..................................................... 26-22

26.5.6

Manufacturing Fixed Joint Seal ........................................................................... 26-24

26.5.7

Manufacturing Asphaltic Plug Type Joint ............................................................ 26-24

26.6

Construction of Bridge Deck Joint Systems ............................................................... 26-24

26.6.1

Construction of Compression Seal Expansion Joints .......................................... 26-24

26.6.2

Construction of Preformed Elastomeric Neoprene Profile Seal Expansion Joints 26-25

26.6.3

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

Expansion Joints ............................................................................................................... 26-27

26.6.4

Construction of Strip Seal Expansion Joints ........................................................ 26-27

26.6.5

Construction of Finger Type Expansion Joint ...................................................... 26-28

26.6.6

Construction of Elastomeric Expansion Joints .................................................... 26-28

26.6.7

Construction of Modular Bridge Joint Systems .................................................... 26-29

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BRIDGE DECK JOINT SYSTEMS

This  chapter  outlines  standards  and  requirements  for  furnishing  and  installing  bridge  deck  joint
systems for the Project. Such systems shall be furnished as specified in the Contract documents at
the locations shown on the Contract  plans where significant movements are expected across the
joint or at fixed joints.  The furnishing and installing or application of all necessary hardware including
structural steel angles, anchor bolts and studs, sealants, adhesives, epoxies, and other accessories
are included in this work.

26.1

General Description

26.1.1

Compression Seal Expansion Joints

This  chapter  applies  to  compression  seal  expansion  joints  consisting  of  preformed  elastomeric
material  that  is  compressed  and  installed  in  specially  prepared  joints  and  joint  seal  assemblies
consisting of assemblies of metal and elastomeric materials that are installed in recesses in deck
surfaces. Compression seals shall be compression stressed during all movement phases for a joint.
They  maintain  water  tightness  and  seal  the  joint  by  maintaining  sidewall  pressure  on  the  joint
interface (joint  armouring). Other type of  bridge deck joint sealing systems  include the  preformed
elastomeric  neoprene  profile  seal,  and  the  low-density,  closed  cell,  cross-linked,  ethylene  vinyl
acetate, polyethylene copolymer, nitrogen-blown seal.

26.1.2

Other Type of Expansion and Fixed Joints

This chapter also applies to furnishing and constructing other type of expansion and fixed joints for
concrete bridge decks consisting of strip seal type expansion joints, finger type expansion joints,
elastomeric expansion joints, modular bridge joint systems, and fixed joint seals of the quality, types,
and sizes designated in the Contract plans or as directed by the Engineer and shall comply with
these specifications.

26.1.2.1 Strip Seal Type Expansion Joints

Strip seal type expansion joints shall consist of two extruded steel channels that extend across the
full width of the bridge roadway and support neoprene seal inserts. The gland that folds below the
deck’s surface shall enable strip seals to move.

26.1.2.2 Finger Type Expansion Joints

The finger type expansion joints shall consist of steel finger plates which cantilever between the ends
of the expansion opening to provide for the expansion and contraction of the superstructure due to
temperature variations and subsequent shrinkage and creep movements after the joint has been
installed. The steel finger plates cantilevering between the joint gap shall be of sufficient capacity to
carry the wheel loads as indicated on the Contract plans across the joint.

26.1.2.3 Elastomeric Expansion Joints

The elastomeric expansion joints shall be integrally molded units of neoprene and bonded steel. The
elastomeric joint shall comply with the details indicated on the Contract plans shall meet the material
requirements as specified herein.

26.1.2.4 Modular Bridge Joint Systems (MBJS)

Modular bridge joint systems (MBJS) are sealed joints with two or more elastomeric seals held in
place by edgebeams that are anchored to the structural elements (deck, abutment, etc.) and one or
more transverse centerbeams that are parallel to the edgebeams. The MBJS shall accommodate
large movement ranges, and shall use one or more transverse centerbeams to separate two or more
seals. The MBJS must structurally support the wheel-loads across the gap between bridge elements,
and shall continue into the traffic barriers with an upturn angle as shown on the Contract plans.

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The Multiple-support-bar (MSB) MBJS shall have the centerbeams rigidly connected to the support
bars, and each support bar shall support only one centerbeam. The MSB system shall have a support
box to hold as many support bars as there are centerbeams.

The single-support-bar (SSB) MBJS shall have transverse centerbeams that are attached to only
one support bar at each support box location using steel yokes and elastomeric springs and
bearings.

In the special type “swivel-joist system”, the support bar swivels as well as slides in the

support boxes.

In MBJS that use a support bar that slides on bearings, the support bar shall have a thin stainless
steel cover plates joined to the top and bottom of the support bar to provide smooth sliding surfaces.
The support bars shall slide between elastomeric bearings and springs that are fixed in the support
boxes by a round boss or protrusion that fits into a hole in the steel plate of the support box. The
bearings and springs shall have low-friction polytetrafluorethylene (PTFE) pads bonded to the sliding
surface of the spring or bearing.

The elastomeric bearings and springs shall be both precompressed and located atop and below the
support bar, with the bearing on the bottom and the spring on top. The springs shall exert
compression to keep the bearing in place. The vertical component of each wheel-load applied to the
centerbeam and transmitted through the support bar compresses the bearings and reacts against
the support box and the deck. There is a significant upward rebound of each wheel-load cycle that
compresses the springs and reacts on the top plate of the support box, imposing an upward load on
the deck.

The wheel-load may also impart a horizontal force to the centerbeam and an associated rebound.
The horizontal load is transmitted through the centerbeam, into the support bar, and into the springs
and bearings through friction. Ultimately, the horizontal force is resisted by the small bosses in the
springs and bearings into the support box and deck. These small bosses are subjected to millions of
cycles of this reversible shearing action. Shear failure of the bosses leads to systemic failure of the
MBJS.  The  movements  of  bridge  elements  provide  the  necessary  forces  to  open  and  close  the
MBJS. The MBJS shall be provided by an equidistant device to maintain an approximately equal gap
between  centerbeams  and  between  centerbeam  and  edgebeam.  The  equidistant  device  shall  be
comprised of a series of horizontal elastomeric springs (control springs).

26.1.2.5 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.

26.1.3

Asphaltic Plug Joint (APJ)

Field molded asphaltic plug joints (APJs) used in expansion joint sealing on asphalt concrete overlay
and portland cement concrete decks shall consist of multilayer, or single layer, or both, application
systems depending upon individual manufacturing requirements. The asphaltic binder to be used
shall be thermoplastic polymeric-modified asphalt. APJs shall not be used for movement applications
exceeding ± 25 mm from the installation width.

26.1.4

Poured Joint Seals

Joint  seals  that  the  Contract  documents  specify  to  be  poured  joint  seals  shall  conform  to  the
specifications  for  expansion  and  contraction  joints  outlined  in  Article  21.9.1.4  of  Chapter  21,
Concrete Structures.

26.1.5

Dimensions and Movement Ratings

At each designated location, types, dimensions, and movement ratings for bridge deck joint systems
shall comply with the Contract documents or directions from the Engineer.

26.1.6

Water-tightness

All bridge deck joint systems shall prevent the intrusion of material and water through the joint
system. Water-tightness shall be ensured across the full width of the bridge deck, from barrier to
barrier and across raised walkways and medians if exist.

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26.1.7

Strength

The bridge deck joint system shall have sufficient strength in all positions to support the Abu Dhabi
Vehicular Load (ADVL) and corresponding impact in accordance to Road Structures Design Manual
(ADQCC TR-516). The Contractor shall also ensure that the system can accommodate all
movements indicated in the Contract plans.

26.1.8

Proposed Subcontractor

Before a subcontract is awarded for the expansion joints, the Contractor shall submit to the Engineer
for approval the prequalification documents of the organization proposed for the installation of the
expansion joints in accordance with these standard specifications. The proposed subcontractor shall
submit  evidence  that  he  has  at  least  five  years  of  experience  in  the  Gulf  Region  of  successful
installation  and  operation  of  bridge  deck joints  comparable  to the  propriety  expansion  joints  work
specified in these standard specifications. The subcontractor shall verify his experience by citing at
least five projects, comparable to the Project, which have been successfully accomplished. The joint
manufacturer shall be ISO 9001:2000 certified with at least 30 years of experience in designing and
fabricating expansion joint systems.

26.1.9

Materials Compliance

No shipment of materials will be accepted by the Engineer for use in the Project unless the materials
comply with the requirements of these standard specifications. The materials shall not be used or
installed until the Contractor has been notified by the Engineer that they meet the requirements of
these standard specifications.

26.2

Reference Standards and Codes

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

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

resistance factor design, Bridge Construction Specifications;

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

resistance factor design, Bridge Design Specifications;

AASHTO

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

ADQCC (TR-516) Road Structures Design Manual;

AISC

American Institute of Steel Construction;

AISC 204-08

AISC Certification Program for Bridge and Highway Metal Component
Manufacturers;

ANSI

American National Standards Institute;

ANSI B18.2.1-1981Square and Hex Bolts and Screws;

ANSI/AWS D1.1/ Structural Welding Code-Steel;

D1.1M:2010

ASNT

American Society for Nondestructive Testing;

ASTM

American Society for Testing and Materials;

AWS

American Welding Society;

AWS QC1:2007 Standard for AWS Certification of Welding Inspectors;

ISO

International Organization for Standardization;

ISO 9001:2015

Quality management systems

– Requirements.

The Contractor shall manufacture and test bridge deck joint systems in accordance with these
specifications and in compliance with AASHTO/ASTM standards. Where joint systems are

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manufactured and tested by standards other than AASHTO/ASTM, products conforming to
equivalent or higher standards will be acceptable if proven to be suitable.

Table 26-1 below presents American Association of State Highway and Transportation Officials
(AASHTO) and American Society for Testing and Materials (ASTM) Standards that are related to
bridge deck joint system materials. It also includes designations and titles.

Table 26-1: Designations and titles for AASHTO and ASTM standards that apply to bridge

deck joint systems

AASHTO
Designation

ASTM
Designation

Title

ASTM D4070 -
08

Standard Specification for Adhesive Lubricant for
Installation of Preformed Elastomeric Bridge
Compression Seals in Concrete Structures

AASHTO M 220-
84 (2012)

ASTM D2628 -
91(2011)

Standard Specification for Preformed Polychloroprene
Elastomeric Joint Seals for Concrete Pavements

ASTM D3575 -
08

Standard Test Methods for Flexible Cellular Materials
Made From Olefin Polymers

ASTM D624 -
00(2012)

Standard Test Method for Tear Strength of Conventional
Vulcanized Rubber and Thermoplastic Elastomers

ASTM C881 /
C881M - 10

Standard Specification for Epoxy-Resin-Base Bonding
Systems for Concrete

ASTM A240 /
A240M - 12

Standard Specification for Chromium and Chromium-
Nickel Stainless Steel Plate, Sheet, and Strip for
Pressure Vessels and for General Applications

ASTM A123 /
A123M - 12

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

ASTM D412 -
06ae2

Standard Test Methods for Vulcanized Rubber and
Thermoplastic Elastomers

—Tension

ASTM D695 - 10

Standard Test Method for Compressive Properties of
Rigid Plastics

ASTM D570 -
98(2010)e1

Standard Test Method for Water Absorption of Plastics

ASTM C882 /
C882M - 12

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

ASTM D395 -
03(2008)

Standard Test Methods for Rubber Property

—

Compression Set

ASTM D471 - 12

Standard Test Method for Rubber Property

—Effect of

Liquids

ASTM D573 -
04(2010)

Standard Test Method for Rubber

—Deterioration in an

Air Oven

ASTM D1149 -
07(2012)

Standard Test Methods for Rubber Deterioration

—

Cracking in an Ozone Controlled Environment

ASTM D2240 -
05(2010)

Standard Test Method for Rubber Property

—Durometer

Hardness

ASTM D638 - 10

Standard Test Method for Tensile Properties of Plastics

ASTM D1299-
55(1979)E01

Test Method for Shrinkage of Molded and Laminated
Thermosetting Plastics at Elevated Temperature
(Withdrawn 1992)

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AASHTO
Designation

ASTM
Designation

Title

AASHTO M 297-
10

ASTM D3542 -
08

Standard Specification for Preformed Polychloroprene
Elastomeric Joint Seals for Bridges

ASTM D5973 -
97(2007)

Standard Specification for Elastomeric Strip Seals with
Steel Locking Edge Rails Used in Expansion Joint
Sealing

ASTM D3574 -
11

Standard Test Methods for Flexible Cellular Materials

—

Slab, Bonded, and Molded Urethane Foams

ASTM C39 /
C39M - 12

Standard Test Method for Compressive Strength of
Cylindrical Concrete Specimens

ASTM C884 /
C884M -
98(2010)

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

AASHTO T 42-
10

ASTM D545 - 08

Standard Test Methods for Preformed Expansion Joint
Fillers for Concrete Construction (Nonextruding and
Resilient Types)

AASHTO T 27-
11

ASTM C136 - 06

Standard Method of Test for Sieve Analysis of Fine and
Coarse Aggregates

ASTM A307-10

Standard Specification for Carbon Steel Bolts and Studs,
60 000 PSI Tensile Strength

ASTM A588 /
A588M - 10

Standard Specification for High-Strength Low-Alloy
Structural Steel, up to 50 ksi [345 MPa] Minimum Yield
Point, with Atmospheric Corrosion Resistance

ASTM D746 - 07

Standard Test Method for Brittleness Temperature of
Plastics and Elastomers by Impact

ASTM A1011 /
A1011M - 12b

Standard Specification for Steel, Sheet and Strip, Hot-
Rolled, Carbon, Structural, High-Strength Low-Alloy,
High-Strength Low-Alloy with Improved Formability, and
Ultra-High Strength

ASTM A36 /
A36M - 08

Standard Specification for Carbon Structural Steel

ASTM A153 /
A153M - 09

Standard Specification for Zinc Coating (Hot-Dip) on Iron
and Steel Hardware

ASTM D6297 -
13

Standard Specification for Asphaltic Plug Joints for
Bridges

ASTM D5329 -
09

Standard Test Methods for Sealants and Fillers, Hot-
Applied, for Joints and Cracks in Asphaltic and Portland
Cement Concrete Pavements

ASTM D36 /
D36M - 12

Standard Test Method for Softening Point of Bitumen
(Ring-and-Ball Apparatus)

ASTM D113 - 07

Standard Test Method for Ductility of Bituminous
Materials

ASTM D6690 -
12

Standard Specification for Joint and Crack Sealants, Hot
Applied, for Concrete and Asphalt Pavements

ASTM D5167 -
13

Standard Practice for Melting of Hot-Applied Joint and
Crack Sealant and Filler for Evaluation

TANDARD

ONSTRUCTION SPECIFICATIONS

PART

–

OAD

TRUCTURES

Page 26-6

HAPTER

26:

RIDGE

ECK

OINT

YSTEMS

First Edition -January 2018

AASHTO
Designation

ASTM
Designation

Title

ASTM D5249 -
10

Standard Specification for Backer Material for Use with
Cold- and Hot-Applied Joint Sealants in Portland-Cement
Concrete and Asphalt Joints

ASTM D5 / D5M -
13

Standard Test Method for Penetration of Bituminous
Materials

ASTM D217 - 10

Standard Test Methods for Cone Penetration of
Lubricating Grease

AASHTO T
132:1987
(R2013)

Method of Test for Tensile Strength of Hydraulic Cement
Mortars

AASHTO M 85-
12

ASTM C150 /
C150M - 12

Standard Specification for Portland Cement

ASTM C190-85

Method of Test for Tensile Strength of Hydraulic Cement
Mortars

26.3

Submittals for Bridge Deck Joint Systems

The Contractor shall submit complete shop drawings of all expansion and fixed joints. The Engineer
may  request  the  Contractor  to  furnish  whatever  samples  may  be  required  to  perform  the  tests
specified to qualify the material. Acceptance of the joint  system to be used in the Project shall be
subject  to  written  approval  of  the  Engineer.  The  shop  drawings  shall  include  a  movement  chart
showing the total anticipated movement of the structure and the required setting width of the joint
assembly at various temperatures. All movements due to shrinkage, creep, mid-slab deflection, and
similar data, shall not be incorporated into this chart but shall be considered by the Contractor and
approved by the Engineer prior to final installation and adjustment.

Submittals for bridge deck expansion and fixed joints used on the Project shall comply with the
specifications outlined in this section.

26.3.1

Working Drawing Submissions

If the Contract documents do not include details that show joint settings that are required for their
installation, the Contractor shall submit calculations to the Engineer for approval before installing
joints in any bridge deck. The Contractor shall submit working drawings to the Engineer that cover
the installation procedure and joint assembly for bridge decks using proprietary joint systems. The
Contractor shall submit shop drawings for the

Engineer’s approval for all joints.

The Contractor shall not perform any work on a deck joint system before receiving approval for
working drawings from the Engineer. Such approval shall not relieve the Contractor of any
responsibility under the Contract documents for successful completion of the work.

The Contractor shall assume responsibility for conforming to these specifications and the Contract
plans, and shall include the following items in the submission to the Engineer:

•

The

Manufacturer’s brochure on the proposed joint, showing physical dimensions for

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

•

Presetting details.

•

Drawings that detail the

joint’s installation and indicate the lengths of component members,

treatment of directional changes, and shop splices for steel locking rails.

•

Expansion joint fabricator documentation.

The Contractor shall ensure that the expansion joint fabricator have American Institute of Steel
Construction (AISC) certification, as defined in their AISC 204-08, AISC Certification Program for

Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 2 - ROAD STRUCTURES, 2020) - page 14