PART C – EARTHWORK

ITEM 100 – CLEARING AND GRUBBING

100.1 General

This item shall consist of clearing, grubbing, removing and disposing all vegetation
and debris as designated in the Contract, except those objects that are designated to
remain in place or are to be removed in consonance with other provisions of this
Specification. The work shall also include the preservation from injury or defacement of
all objects designated to remain.

100.2 Construction Requirements

100.2.1 General

The Engineer will establish the limits of work and designate all trees,
shrubs, plants and other things to remain. The Contractor shall preserve all objects
designated to remain. Paint required for cut or scarred surface of trees or shrubs
selected for retention shall be an approved asphaltum base paint prepared
especially for tree surgery.

Clearing shall extend one (1) meter beyond the toe of the fill slopes or
beyond rounding of cut slopes as the case maybe for the entire length of the
project unless otherwise shown on the plans or as directed by the Engineer and
provide it is within the right of way limits of the project, with the exception of trees
under the jurisdiction of the Forest Management Bureau (FMB).

100.2.2 Clearing and Grubbing

All surface objects and all trees, stumps, roots and other protruding
obstructions, not designated to remain, shall be cleared and/or grubbed, including
mowed as require, except as provide below:

(1) Removal of undisturbed stumps and roots and non-perishable solid

objects with a minimum depth of one (1) meter below subgrade or slope
of embankment will not be required.

(2) In areas outside of the grading limits of cut and embankment areas,
stumps and non-perishable solid objects shall be cut-off not more than
150 mm above the ground line or low water level.

(3) In areas to be rounded at the top of cut slopes, stumps shall be cut-off
flush with or below the surface of the final slope line.

(4) Grubbing of pits, channel changes and ditches will be required only to
the depth necessitated by the proposed excavation within such areas.

(5) In areas covered by cogon/talahib, wild grass and other vegetations,

top soil shall be cut to a minimum depth of 150mm below the original
ground surface or as designated by the Engineer, and disposed
outside the clearing and grubbing limits as indicated in the typical
roadway section.

Part C - EARTHWORKS Page 1 of 18

 Except in areas to be excavated, stump holes and other holes from which
obstruction are removed shall be backfilled with suitable material and compacted
to the required density.

If perishable material is burned, it shall be burned under the constant care

of component watchmen at such times and in such a manner that the surrounding
vegetation, other adjacent property, or anything designated to remain on the right
of way will not be jeopardized. If permitted, burning shall be done in accordance
with applicable laws, ordinance, and regulation.

The Contractor shall use high intensity burning procedures, (i.e.,

incinerators, high stacking or pit and ditch burning with forced air supplements)
that procedure intense burning with little or no visible smoke emission during the
burning process. At the conclusion of each burning session, the fire shall be
completely extinguished so that no smoldering debris remains.

In the event that the Contractor is directed by the Engineer not to start
burning operations or to suspend such operations because of hazardous weather
conditions, material to be burned which interferes with subsequent construction
operations shall be moved by the Contractor to temporary locations clear of
construction operations and later, if directed by the Engineer, shall be placed on a
designated spot and burned.

Materials and debris which cannot be burned and perishable materials may
be disposed-off by methods and at locations approved by the Engineer, on or off
the project. If disposal if by burying, the debris shall be placed in layers with the
material so disturbed to avoid nesting. Each layer shall be covered or mixed with
earth material by the land-fill method to fill all voids. The top layer of material buried
shall be covered with at least 300mm of earth or other approved material and shall
be graded, shaped and compacted to present a pleasing appearance. If the
location is off the project, the Contractor shall make all necessary arrangements
with property owners in writing for obtaining suitable disposal locations which are
outside the limits of view from the project. The cost involved shall be included in
the unit bid price. A copy of such agreement shall be furnished to the Engineer.
The disposal areas shall be seeded, fertilized and mulched at the Contractor’s
expense.

Woody material may be disposed-off by chipping. The wood chips may be

used for mulch, slope erosion control or may be uniformly spread over selected
areas as directed by the Engineer. Wood chips used as mulch for slope erosion
control shall have a maximum thickness of 12mm and faces not exceeding
3900mm² on any individual surface area. Wood chips not designated for use under
other sections shall be spread over the designated areas in layers not to exceed
75mm loose thickness. Diseased trees shall be buried or disposed-off as directed
by the Engineer.

Low hanging branches and unsound or unsightly branches on trees or

shrubs designated to remain shall be trimmed as directed. Branches of trees
extending over the roadbed shall be trimmed to give a clear height of 6m above
the roadbed surface. All trimming shall be done by skilled workmen and
accordance with good tree surgery practices.

Timber cut inside the area staked for clearing shall be felled within the area
to be cleared.

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 100.2.3 Individual Removal of Trees and Stumps

Individual trees or stumps designated by the Engineer for removal and

located in areas other than those established for clearing, grubbing and roadside
cleanup shall be removed and disposed as specified under Subsection 100.2.2
except trees removed shall be cut as nearly flush with the ground as practicable
without removing stumps.

100.3 Method of Measurement

Measurement will be by area basis. The work to be paid for shall be the number
of hectares and fractions therefore acceptably cleared and grubbed within the limits
indicated on the Plans or as may be adjusted in field staking by the Engineer. Areas not
within the clearing and grubbing limits shown on the Plans or not staked for clearing and
grubbing will not be measured for payment.

100.4 Basis of Payment

The accepted quantities, measured as prescribed in Section 100.3, shall be paid

for at the Contract unit price for Pay Item listed below that is included in the Bill of
Quantities, which price and payment shall be full compensation for furnishing all labor,
equipment, tools and incidentals necessary to complete the work prescribed in this item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

100 (1) Clearing and Grubbing Hectare

ITEM 101 – REMOVAL OF EXISTING ASPHALT

101.1 Description

This item shall consist of the removal wholly or in part, and satisfactory disposal
of old asphalt pavements at roadway shoulder and any other obstruction which are not
designated or permitted to remain, except for the obstructions to be removed and
disposed-off under other items in the Contract. It shall also include the salvaging of
designated materials and backfilling the resulting trenches, holes and pits.

101.2 Construction Requirements

101.2.1 General

The Contractor shall perform the work described above, within and
adjacent to the roadway, as shown on the Plans or as directed by the Engineer.
All designated salvable materials shall be removed, without unnecessary damage,
in sections or pieces which may be readily transported, and shall be stored by the
Contractor at specified places on the project or as otherwise shown in the Special
Provision. Perishable materials shall be handled as designated off outside the
limits of view from the project with written disposed-off outside the limits of view
from the project with the permission of the property owner on whose property the

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 materials are placed. Copies of all agreements with property owners are to be
furnished to the Engineer.

101.2.2 Removal of Existing Asphalt Pavement

All asphalt pavement designated for removal, shall be:

(1) Broken into pieces, the size of which shall not exceed 300 mm in any
dimension and stockpiled at designated locations on the project for use by
the Government, or

(2) Otherwise demolished and disposed-off as directed by the Engineer.

When specified, ballast, gravel, bituminous materials or other surfacing or
pavement materials shall be removed and stockpiled as required in
Subsection 101.2.1 otherwise such materials shall be disposed-off as
directed.

There will be no separate payment for excavating for the removal of

structures and obstructions, or for backfilling and compacting the remaining cavity.

101.3 Method of Measurement

The payment under this Item shall be made for the removal of items on area basis.
Measurements will be made by the unit stipulated in the Contract.

Whenever the Bill of Quantities does not contain an item for any aforementioned
removals, the work will not be paid for directly, but will be considered as a subsidiary
obligation of the Contractor under other Contract Items.

101.4 Basis of Payment

The accepted quantities, measured as prescribed in Section 101.3 shall be paid

for at the Contract unit price for Pay Item listed below that is included in the Bill of
Quantities which price and payment shall be full compensation for removing and
disposing of obstructions, including labor, equipment, tools and incidentals necessary to
complete the work prescribed in this Item. The price shall also include salvaging of
materials removed, their custody, preservation, storage on the right-of-way and disposal
as provided herein.

Payment will be made under:

Pay Item Number Description Unit of Measurement

101 (3) c2 Removal of Existing Square Meter

Asphalt Pavement

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ITEM 102 – EXCAVATION

102.1 Description

This item shall consist of roadway and borrow excavation, and the disposal of
material in accordance with this Specification and in conformity with lines, grades and
dimensions shown on the Plans or established by the Engineer.

102.1.1 Roadway Excavation

Roadway excavation will include excavation and grading for roadways,

intersections, and ditches; removal of unsuitable materials from the roadbed and
beneath embankment areas; and excavating selected material found in the
roadway as ordered by the Engineer for specific use in the improvement. Roadway
excavation will be classified as “unclassified excavation”, “common excavation”,
or “muck excavation” as indicated in the Bill of Quantities and hereinafter
described.

(1) Unclassified Excavation. Unclassified excavation shall consist of the

excavation and disposal of all materials regardless of its nature, not
classified and included in the Bill of Quantities under other pay items.

(2) Rock Excavation. Rock excavation shall consist of excavation of igneous,

sedimentary and metamorphic rocks which cannot be excavated without
blasting or the use of rippers, and all boulders or other detached stones
each having a volume of 1 cubic meter or more as determined by physical
measurements or visually by the Engineer.

(3) Common Excavation. Common excavations shall consist of all excavation

not included in the Bill of Quantities under “rock excavation” or other pay
items.

(4) Muck Excavation. Muck excavation shall consist of the removal and
disposal of deposits of saturated or unsaturated mixtures of soils and
organics matter not suitable for foundation materials regardless of moisture
content.

102.1.2 Borrow Excavation

Borrow excavation shall consist of the excavation and utilization of

approved materials required for the construction of embankment or for other
portions if the wok, and shall be obtained from approved sources, in accordance
with Clause 61, Standard Specifications for Public Works and Highways, Volume
I and the following:

(5) Borrow, Case 1

Borrow Case 1 will consist of materials obtained from sources designated
on the Plans or in the Special Provisions.

(6) Borrow, Case 2

Borrow Case 2 will consist of materials obtained from sources provided by
the Contractor.

The material shall meet the quality requirements determined by the

Part C - EARTHWORKS Page 5 of 18

 Engineer unless otherwise provided in the Contract.

102.2 Construction Requirements

102.2.1 General

When there is evidence of discrepancies on the actual elevations and that

shown on the Plans, a pre-cautions survey referred to the datum plane used in the
approved Plan shall be undertaken by the Contractor under the control of the
Engineer to serve as basis for the computation of the actual volume of the
excavated materials.

All excavations shall be finished to reasonably smooth and uniform

surfaces. No materials shall be wasted without authority of the Engineer.
Excavation operations shall be conducted so that material outside of the limits of
slopes will not be disturbed. Prior to excavations, all necessary clearing and
grubbing in that area shall have been performed in accordance with item 100,
Clearing and Grubbing.

102.2.2 Conservation of Topsoil

Where provided for on the Plans or in the Special Provisions, suitable

topsoil encountered in excavation and on areas where embankment is to be
placed shall be removed to such extent and to such depth as the Engineer may
direct. The removed topsoil shall be transported and deposited in storage piles at
locations approved by the Engineer. The topsoil shall be completely removed to
the required depth from any designated area prior to the beginning of regular
excavation or embankment work in the area and shall be kept separate from other
excavated materials for later use.

102.2.3 Utilization of Excavated Materials

All suitable materials removed from the excavation shall be used in the
formation of the embankment, subgrade, shoulder, slopes, bedding, and backfill
for structures and for other purposes shown on the Plans or as directed.

The Engineer will designate as unsuitable those soils that cannot be

properly compacted in embankments. All unsuitable materials shall be disposed-
off as shown on the Plans or as directed without delay to the Contractor.

Only approved materials shall be used in the construction of embankments

and backfills.

All excess materials, including rock and boulders that cannot be used in
embankments shall be disposed-off as directed.

Materials encountered in the excavation and determined by the Engineer

as suitable for topping, road finishing, slope protection, or other purposes shall be
conserved and utilized as directed by the Engineer.

Borrow materials shall not be placed until after the readily accessible
materials from roadway excavation has been placed in the fill, unless otherwise
permitted or directed by the Engineer. If the Contractor place more borrow than is
required and thereby causes a waste of excavation, the amount of such waste will
be deducted from the borrow volume.

Part C - EARTHWORKS Page 6 of 18

102.2.4 Prewatering

Excavation areas and borrow pits may be pre-watered before excavating

the material. When prewatering is used, the areas to be excavated shall be
moistened to the full depth, from the surface to the bottom excavation. The water
shall be controlled so that excavated material will contain the proper moisture to
permit compaction to the specified density with the use of standard compacting
equipment. Prewatering shall be supplemented where necessary, by truck
watering units, to ensure that the embankment material contains the proper
moisture at the time of compaction.

The Contractor shall provide drilling equipment capable of suitably

checking the moisture penetration to the full depth of the excavation.

102.2.5 Excavation of Roadbed Level

Rock shall be excavated to a depth of 150mm below subgrade within the

limits of the roadbed, and the excavation backfilled with material designated on
the Plans or approved by the Engineer and compacted to the required density.

When excavation methods employed by the Contractor leave undrained

pockets in the rock surface, the Contractor shall at his own expense, properly drain
such depressions or when permitted by the Engineer fill the depressions with
approved impermeable material.

Material below subgrade, other than solid rock shall be thoroughly scarified
to a depth of 150mm and the moisture content increased or reduced, as
necessary, to bring the material throughout this 150mm layer to the moisture
content suitable for maximum compaction. This layer shall then be compacted in
accordance with Subsection 104.3.3, Compaction.

102.2.6 Borrow Areas

The Contractor shall notify the Engineer sufficiently in advance of opening

any borrow areas so that cross-section elevations and measurements of the
ground surface after stripping may be taken, and the borrow material can be tested
before being used. Sufficient time for testing the borrow material shall be allowed.

All borrow areas shall be bladed and left in such shape as to permit
accurate measurements after excavation has been completed. The Contractor
shall not excavate beyond the dimensions and elevations established, and no
material shall be removed prior to the staking out and cross-sectioning of the site.
The finished borrow areas shall be approximately true to line and grade
established and specified and shall be finished, as prescribed in Clause 61,
Standard Specifications for Public Works and Highways, Volume 1. When
necessary to remove fencing, the fencing shall be replaced in at least as good
condition as it was originally. The Contractor shall be responsible for the
confinement of livestock when a portion of the fence is removed.

102.2.7 Removal of Unsuitable Material

Where the Plans show the top portion of the roadbed to be selected
topping, all unsuitable materials shall be excavated to the depth necessary for
replacement of the selected topping to the required compacted thickness.

Part C - EARTHWORKS Page 7 of 18

 Where excavation to the finished graded section results in a subgrade or
slopes of unsuitable soil, the Engineer may require the Contractor to remove the
unsuitable material and backfill to the finished graded section with approved
material. The Contractor shall conduct his operations in such a way that the
Engineer can take the necessary cross-sectional measurements before the
backfill is placed.

The excavation of muck shall be handled in a manner that will not permit
the entrapment of muck within the backfill. The material used for backfilling up to
the ground line or water level, whichever is higher, shall be rock or other suitable
granular material selected from the roadway excavation, if available. If not
available, suitable material shall be obtained from other approved sources.
Unsuitable material removed shall be disposed-off in designated areas shown on
the Plans or approved by the Engineer.

102.3 Method of Measurement

The cost of excavation of material which is incorporated in the Works or in other

areas of fill shall be deemed to be included in the Items of Work where the material is
used.

Measurement of Unsuitable or Surplus Material shall be the net volume in its

original position.

For measurement purposes, surplus suitable material shall be calculated as the

difference between the net volume of suitable material required to be used in
embankment corrected by applying a shrinkage factor or a swell factor in case of rock
excavation, determined by laboratory tests to get its original volume measurement, and
the net volume of suitable material from excavation in the original position. Separate pay
items shall be provided for surplus common, unclassified and rock material.

The Contractor shall be deemed to have included in the contract unit prices all
costs of obtaining land for the disposal of unsuitable or surplus material.

102.4 Basis of Payment

The accepted quantities, measured as prescribed in Section 102.3 shall be paid

for at the contract unit price for each of the Pay Items listed below that is included in the
Bill of Quantities which price and payment shall be full compensation for the removal
and disposal of excavated materials including all labor, equipment, tools, and incidentals
necessary to complete the work prescribed in this Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

102 (2) Surplus Common Excavation Cubic Meter

Part C - EARTHWORKS Page 8 of 18

ITEM 104 – EMBANKMENT

104.1 Description

This Item shall consist of the construction of embankment in accordance with

this Specification and in conformity with the lines, grades and dimensions shown on the
Plans or established by the Engineer.

104.2 Material Requirements

Embankments shall be constructed of suitable materials, in consonance with the

following definitions:

1. Suitable Material - Material which is acceptable in accordance with the Contract

and which can be compacted in the manner specified in this Item. It can be
common material or rock.

Selected Borrow, for topping - soil of such gradation that all particles will
pass a sieve with 75 mm square openings and not more than 15 mass percent
will pass the 0.075 mm (No. 200) sieve, as determined by AASHTO T 11. The
material shall have a plasticity index of not more than 6 as determined by
AASHTO T 90 and a liquid limit of not more than 30 as determined by AASHTO
T 89.

2. Unsuitable Material - Material other than suitable materials such as:

(a) Materials containing detrimental quantities of organic materials, such as

grass, roots and sewerage.

(b) Organic soils such as peat and muck.

(c) Soils with liquid limit exceeding 8 and/or plasticity index exceeding 55.

(d) Soils with natural water content exceeding 100%.

(e) Soils with very low natural density, 800 kg/m³ or lower.

(f) Soils that cannot be properly compacted as determined by the Engineer.

104.3 Construction Requirements

104.3.1 General

Prior to construction of embankment, all necessary clearing and grubbing

in that area shall have been performed in conformity with Item 100, Clearing and
Grubbing.

Embankment construction shall consist of constructing roadway

embankments, including preparation of the areas upon which they are to be
placed; the construction of drainage system within or adjacent to the roadway; the
placing and compacting of approved material within roadway areas where
unsuitable material has been removed; and the placing and compacting of
embankment material in holes, pits, and other depressions within the roadway
area.

Part C - EARTHWORKS Page 9 of 18

 Embankments and backfills shall contain no muck, peat, sod, roots or other
deleterious matter. Rocks, broken concrete or other solid, bulky materials shall not
be placed in embankment areas where piling is to be placed or driven.

Where shown on the Plans or directed by the Engineer, the surface of the
existing ground shall be compacted to a depth of 150mm and to the specified
requirements of this Item.

Where provided on the Plans and Bill of Quantities the top portions of the
roadbed in both cuts and embankments, as indicated, shall consist of selected
borrow for topping from excavations.

104.3.2 Method of Construction

Where there is evidence of discrepancies on the actual elevations and that

shown on the Plans, a pre-construction survey referred to the datum plane used
in the approved Plan shall be undertaken by the Contractor under the control of
the Engineer to serve as basis for the computation of the actual volume of the
embankment materials.

When embankment is to be placed and compacted on hillsides, or when new

embankment is to be compacted against existing embankments, or when
embankment is built one-half width at a time, the existing slopes that are steeper
than 3:1 when measured at right angles to the roadway shall be continuously
benched over those areas as the work is brought up in layers. Benching will be
subject to the Engineer’s approval and shall be of sufficient width to permit
operation of placement and compaction equipment. Each horizontal cut shall
begin at the intersection of the original ground and the vertical sides of the previous
cuts. Material thus excavated shall be placed and compacted along with the
embankment material in accordance with the procedure described in this Section.

Unless shown otherwise on the Plans or special Provisions, where an

embankment of less than 1.2 m below subgrade is to be made, all sod and
vegetable matter shall be removed from the surface upon which the embankment
is to be placed, and the cleared surfaced shall be completely broken up by
plowing, scarifying, or steeping to a minimum depth of 150 mm except as provided
in Subsection 102.2.2. This area shall then be compacted as provided in
Subsection 104.3.3. Sod not required to be removed shall be thoroughly disc-
harrowed or scarified before construction of embankment. Wherever a compacted
road surface containing granular materials lies within 900 mm of the subgrade,
such old road surface shall be scarified to a depth of at least 150 mm whenever
directed by the Engineer. These scarified materials shall then be compacted as
provided in Subsection 104.3.3.

Roadway embankment of earth material shall be placed in horizontal layers

not exceeding 200 mm, loose measurement, and shall be compacted as specified
before the next layer is placed. However, thicker layer maybe placed if vibratory
roller with high compactive effort is used provided that density requirement is
attained and as approved by the Engineer. Trial section to this effect must be
conducted and approved by the Engineer. Effective spreading equipment shall be
used on each lift to obtain uniform thickness as determined in the trial section prior
to compaction. As the compaction of each layer progresses, continuous leveling
and manipulating will be required to assure uniform density. Water shall be added
or removed, if necessary, in order to obtain the required density. Removal of water
shall be accomplished through aeration by plowing, blading, discing, or other

Part C - EARTHWORKS Page 10 of 18

methods satisfactory to the Engineer.

Where embankment is to be constructed across low swampy ground that

will not support the mass of trucks or other hauling equipment, the lower part of
the fill may be constructed by dumping successive loads in a uniformly distributed
layer of a thickness not greater than necessary to support the hauling equipment
while placing subsequent layers.

When excavated material contains more than 25 mass percent of rock larger
than 150mm in greatest diameter and cannot be placed in layers of the thickness
prescribed without crushing, pulverizing or further breaking down the pieces
resulting from excavation methods, such materials may be placed on the
embankment in layers not exceeding in thickness the approximate average size
of the larger rocks, but not greater than 600mm.

Even though the thickness of layers is limited as provided above, the placing
of individual rocks and boulders greater than 600mm in diameter will be permitted
provided that when placed, they do not exceed 1200mm in height and provided
they are carefully distributed, with the interstices filled with finer material to form a
dense and compact mass.

Each layer shall be leveled and smoothed with suitable leveling equipment
and by distribution of spalls and finer fragments of earth. Lifts of material
containing more than 25 mass percent of rock larger than 150mm in greatest
dimensions shall not be constructed above an elevation 300mm below the finished
subgrade. The balance of the embankment shall be composed of suitable material
smoothed and placed in layers not exceeding 200mm in loose thickness and
compacted as specified for embankments.

Dumping and rolling areas shall be kept separate, and no lift shall be covered
by another until compaction complies with the requirements of Subsection 104.3.3.

Hauling and leveling equipment shall be so routed and distributed over each
layer of the fill in such a manner as to make use of compaction effort afforded
thereby and to minimize rutting and uneven compaction.

104.3.3 Compaction

Compaction Trials

Before commencing the formation of embankments, the Contractor

shall submit in writing to the Engineer for approval his proposals for the
compaction of each type of fill material to be used in the works. The
proposals shall include the relationship between the types of compaction
equipment, the number of passes required and the method of adjusting
moisture content. The Contractor shall carry out full scale compaction trials
on areas not less than 10m wide and 50m long as required by the Engineer
and using his proposed procedures or such amendments thereto as may be
found necessary to satisfy the Engineer that all the specified requirements
regarding compaction can be consistently achieved. Compaction trials with
the main types of fill material to be used in the works shall be completed
before work with the corresponding materials will be allowed to commence.

Throughout the periods when compaction of earthwork is in progress,

the Contractor shall adhere to the compaction procedures found from

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 compaction trials for each type of material being compacted, each type of
compaction equipment employed and each degree of compaction specified.

Earth

The Contractor shall compact the material placed in all embankment

layers and the material scarified to the designated depth below subgrade in
cut sections, until a uniform density of not less than 95 mass percent of the
maximum dry density determined by AASHTO T 99 Method C, is attained,
at a moisture content determined by Engineer to be suitable for such density.
Acceptance of compaction may be based on adherence to an approved
roller pattern developed as set forth in Item 106, Compaction Equipment and
Density Control Strips.

The Engineer shall during progress of the Work, make density tests of
compacted material in accordance with AASHTO T 191, T 205, or other
approved field density tests, including the use of properly calibrated nuclear
testing devices. A correction for coarse particles may be made in
accordance with AASHTO T 224. If, by such tests, the Engineer determines
that the specified density and moisture conditions have not been attained,
the Contractor shall perform additional work as may be necessary to attain
the specified conditions.

At least one group of three in-situ density tests shall be carried out for
each 500m² of each layer of compacted fill.

Rock

Density requirements will not apply to portions of embankments

constructed of materials which cannot be tested in accordance with
approved methods.

Embankment materials classified as rock shall be deposited, spread

and leveled the full width of the fill with sufficient earth or other fine material
so deposited to fill the interstices to produce a dense compact embankment.
In addition, one of the rollers, vibrators, or compactors meeting the
requirements set forth in Subsection 106.2.1, Compaction Equipment, shall
compact the embankment full width with a minimum of three-complete
passes for each layer of embankment.

104.3.4 Protection of Roadbed During Construction

During the construction of the roadway, the roadbed shall be maintained in

such condition that it will be well drained at all times. Side ditches or gutters
emptying from cuts to embankments or otherwise shall be so constructed as to
avoid damage to embankments by erosion.

104.3.5 Protection of Structure

If embankment can be deposited on one-side only of abutments, wing walls,

piers or culvert headwalls, care shall be taken that the area immediately adjacent
to the structure is not compacted to the extent that it will cause overturning of, or
excessive pressure against the structure. When noted on the Plans, the fill
adjacent to the end bent of a bridge shall not be placed higher than the bottom of
the backfill of the bent until the superstructure is in place. When embankment is to

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 be placed on both sides of a concrete wall or box type structure: operations shall
be so conducted that the embankment is always at approximately the same
elevation on both sides of the structure.

104.3.6 Rounding and Warping of Slopes

Rounding-Except in solid rock, the tops and bottoms of all slopes, including
the slopes of drainage ditches, shall be rounded as indicated on the Plans. A layer
of earth overlaying rock shall be rounded above the rock as done in earth slopes.

Warping-adjustments in slopes shall be made to avoid injury in standing

trees or marring of weathered rock, or to harmonize with existing landscape
features, and the transition to such adjusted slopes shall be gradual. At
intersections of cuts and fills, slopes shall be adjusted and warped to flow into
each other or natural ground surfaces without noticeable break.

104.3.7 Finishing Roadbed and Slopes

After the roadbed has been substantially completed, the full width shall be
conditioned by removing any soft or other unstable material that will not compact
properly or serve the intended purpose. The resulting areas and all other low
sections, holes or depressions shall be brought to grade with suitable selected
material. Scarifying, blading, dragging, rolling, or other methods of work shall be
performed or used as necessary to provide a thoroughly compacted roadbed
shaped to the grades and cross-sections shown on the Plans or as staked by the
Engineer.

All earth slopes shall be left with roughened surfaces but shall be
reasonably uniform, without any noticeable break, and in reasonably close
conformity with the Plans or other surfaces indicated on the Plans or as staked by
the Engineer, with no variations therefrom readily discernible as viewed from the
road.

104.3.8 Serrated Slopes

Cut slopes in rippable material (soft rock) having slope ratios between
0.75:1 and 2:1 shall be constructed so that the final slope line shall consist of a
series of small horizontal steps. The step rise and tread dimensions shall be shown
on the Plans. No scaling shall be performed on the stepped slopes except for
removal of large rocks which will obviously be a safety hazard if they fall into the
ditch line or roadway.

104.4 Method of Measurement

The quantity of embankment to be paid for shall be the volume of material

compacted in place, accepted by the Engineer and formed with material obtained from
any source.

Material from excavation per Item 102 which is used in embankment and
accepted by the Engineer will be paid under Embankment and such payment will be
deemed to include the cost of excavating, hauling, stockpiling and all other costs
incidental to the work.

Material for Selected Borrow topping will be measured and paid for under the
same conditions specified in the preceding paragraph.

Part C - EARTHWORKS Page 13 of 18

 104.5 Basis of Payment

The accepted quantities, measured as prescribed in Section 104.4, shall be paid

for at the Contract unit price for each of the Pay Items listed below that is included in the
Bill of Quantities. The payment shall continue full compensation for placing and
compacting all materials including all labor, equipment, tools and incidentals necessary
to complete the work prescribed in this Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

104 (1) a Embankment from Roadway Cubic Meter

Excavation, Common Soil

ITEM 105 – SUBGRADE PREPARATION

105.1 Description

This Item shall consist of the preparation of the subgrade for the support of
overlying structural layers. It shall extend to full width of the roadway. Unless authorized
by the Engineer, subgrade preparation shall not be done unless the Contractor is able
to start immediately the construction of the pavement structure.

105.2 Material Requirements

Unless otherwise stated in the Contract and except when the subgrade is in rock
cut, all materials below subgrade level to a depth 150mm or to such greater depth as
may be specified shall meet the requirements of Section 104.2, Material Requirements.

105.3 Construction Requirements

105.3.1 Prior Works

Prior to commencing preparation of the subgrade, all culverts, cross drains,

ducts and the like (including their fully compacted backfill), ditches, drains and
drainage outlets shall be completed. Any work on the preparation of the subgrade
shall not be started unless prior work herein described shall have been approved
by the Engineer.

105.3.2 Subgrade Level Tolerances

The finished compacted surface of the subgrade shall conform to the

allowable tolerances as specified hereunder:

Permitted variation from + 20 mm

Design LEVEL OF SURFACE - 30 mm

Permitted SURFACE IRREGULARITY

MEASURED BY 3-m STRAIGHT EDGE 30 mm

Part C - EARTHWORKS Page 14 of 18

 Permitted variation from
Design CROSSFALL OR CAMBER ± 0.5 %

Permitted Variation from ± 0.1 %

design LONGITUDINAL GRADE
over 25-m length

105.3.3 Standard Compaction

Subgrade material shall be compacted to not less than 95% of maximum

dry density determined by a AASHTO T 180, Method D. This can be achieved by
using vibratory plate compactor or rammer and adjusting the moisture content of
subgrade material. The subgrade compaction is important for the stability and
performance of road pavement.

105.3.4 Subgrade in Common Excavation

Unless otherwise specified, all materials below subgrade level in earth cuts
to a depth 150 mm or other depth shown on the Plans or as directed by the
Engineer shall be excavated. The material, if suitable, shall be set aside for future
use or, if unsuitable, shall be disposed-off in accordance with the requirements of
Subsection 102.2.9.

Where material has been removed from below subgrade level, the resulting
surface shall be compacted to a depth of 150 mm and in accordance with other
requirements of Subsection 104.3.3.

All materials immediately below subgrade level in earth cuts to a depth of

150 mm, or to such greater depth as may be specified, shall be compacted in
accordance with the requirements of Subsection 104.3.3.

105.3.5 Subgrade on Embankment

After the embankment has been completed, the full width shall be
conditioned by removing any soft or other unstable material that will not be
compacted properly. The resulting areas and all other low sections, holes be or
depressions shall be brought to grade with suitable material. The entire roadbed
shall be shaped and compacted to the requirements of Subsections 104.3.3.
Scarifying, blading, dragging, rolling or other methods of work shall be performed
or used as necessary to provide a thoroughly compacted roadbed shaped to the
cross-sections shown on the Plans.

105.3.6 Protection of Completed Work

The Contractor shall be required to protect and maintain at his own

expense the entire work within the limits of his Contract in good condition
satisfactory to the Engineer from the time he first started work until all work shall
have been completed. Maintenance shall include repairing and recompacting ruts,
ridges, soft spots and deteriorated sections of the subgrade caused by the traffic
of the Contractor’s vehicle/equipment or that of the public.

105.3.7 Templates and Straight-Edges

The Contractor shall provide for use of the Engineer, approved templates
and straight-edges in sufficient number to check the accuracy of the work, as

Part C - EARTHWORKS Page 15 of 18

 provided in this Specification.

105.4 Method of Measurement

105.4.1 Measurements of item for payment shall be provided only for:

1. The compaction of existing ground below subgrade level in cuts of

common material as specified in Subsection 105.3.4.

2. The breaking up or scarifying, loosening, reshaping and recompacting

of existing pavement as specified in Subsection 105.3.6. The quantity
to be paid for shall be the area of the work specified to be carried out
and accepted by the Engineer.

105.4.2 Payment for all work for the preparation of the subgrade, including
shaping to the required levels and tolerances, other than as specified
above shall be deemed to be included in the Pay Item for Embankment.

105.5 Basis of Payment

The accepted quantities, measured as prescribed in Section 105.4, shall be paid

for at the appropriate contract unit price for Pay Item listed below that is included in the
Bill of Quantities which price and payment shall be full compensation for the placing or
removal and disposal of all materials including all labor, equipment, tools and incidentals
necessary to complete the work prescribed in this Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

105 Subgrade Preparation, Square Meter

Compacted @ 95%

ITEM 106 - COMPACTION EQUIPMENT AND DENSITY CONTROL STRIPS

106.1 Description

When specified, this procedure will be used to determine density requirements

of selected embankments, subgrade, bases, and bituminous concrete. The procedure
will consist of control strip construction to establish target densities for the specified
course plus use of sand-cone method of density testing equipment to determine in-place
densities obtained during the construction process.

106.2 Construction Requirements

106.2.1 Compaction Equipment

Compaction equipment shall be capable of obtaining compaction

requirements without detrimentally affecting the compacted material. The
equipment shall be modern, efficient compacting units approved by the Engineer.

Part C - EARTHWORKS Page 16 of 18

The compacting units may be of any type, provided they are capable of
compacting each lift of material as specified and meet the minimum requirements
as contained herein. Minimum requirements for rollers are as follows:

1. Sheepsfoot, tamping or grid rollers shall be capable of exerting a force of

45 Newton per millimeter (250 pounds per inch) of length of roller drum.

2. Steel-wheel rollers other than vibratory shall be capable of exerting a

force of not less than 45 Newton per millimeter of width of the
compression roll or rolls.

3. Vibratory steel-wheel rollers shall have a minimum mass of 6 tons. The

compactor shall be equipped with amplitude and frequency controls and
specifically designed to compact the material on which it is used.

4. Pneumatic-tire rollers shall have smooth tread tires of equal size that will
provide a uniform compacting pressure for the full width of the roller and
capable of exerting a ground pressure of at least 550 kPa (80 pounds per
square inch).

5. Heavier compacting unit may be required to achieve the specified density

of the embankment.

106.2.2 Compaction of Control Strips and Determination of Target Density

To determine target density, a control strip shall be constructed at the

beginning of work each course of material to be compacted. Each control strip,
constructed to acceptable density and surface tolerances shall remain in place
and become a section of the completed roadway. Unacceptable control strip shall
be corrected or removed and replaced at the Contractor’s expense. A control strip
shall have an area of approximately 335 square meters and shall be of the same
depth specified for the construction of the course which it represents.

The materials used in the construction of the control strip shall conform to
the specification requirements. They shall be furnished from the same source and
shall be of the same type to be used in the remainder of the course represented
by the control strip. The underlying grade or pavement structure upon which a
control strip is to be constructed shall have the prior approval of the Engineer.

The equipment used in the construction of the control strip shall be

approved by the Engineer and shall be of the same type and mass to be used on
the remainder of the course represented by the control strip.

Compaction of control strips shall commence immediately after the course

has been placed to the specified thickness, and shall be continuous and uniform
over the entire surface. Compaction of the control strip shall be continued until no
discernible increase in density can be obtained by additional compactive effort.

Upon completion of the compaction, the mean density of the control strip
will be determined by averaging the results of ten in-place density tests taken at
randomly selected sites within the control strip. The mean density of the control
strip shall be the target density for the remainder of the course which it represents.

If the mean density of the control strip is less than 98 percent of the density
of laboratory compacted specimens as determined by testing procedures

Part C - EARTHWORKS Page 17 of 18

 appropriate for the material being placed, the Engineer may order the construction
of another control strip.

A new control strip may also be ordered by the Engineer or requested by

the Contractor when:

1. A change in the material, is made.

2. Ten days of production have been accepted without construction of a

new control strip.

3. There is reason to believe that a control strip density is not

representative of the material being placed.

106.3 Method of Measurement

No measurement for payment will be made for this Item.

106.4 Basis of Payment

Unless otherwise provided, the cost of constructing the control strip will be
considered incidental to the cost of the work item for which a control strip is required.
Payment for the work item shall be deemed to include compensation for performing the
work herein specified and the furnishing of all materials, labors, tools, equipment and
incidentals necessary to construct the density control strip. No payment will be made for
any material used in the construction of unacceptable control strip.

----------End of EARTHWORKS Standard Specifications----------

Part C - EARTHWORKS Page 18 of 18

 PART D – SUBBASE AND BASE COURSE

ITEM 200 – AGGREGATE SUBBASE COURSE

200.1 Description

This item shall consist of furnishing, placing and compacting an aggregate

subbase course on a prepared subgrade in accordance with this Specification and the
lines, grades and cross-sections shown on the Plans, or as directed by the Engineer.

200.2 Material Requirements

Aggregate for subbase shall consist of hard, durable particles or fragments of

crushed stone, crushed slag, or crushed or natural gravel and filler of natural or crushed
sand or other finely divided mineral matter. The composite material shall be free from
vegetable matter and lumps or balls of clay, and shall be of such nature that it can be
compacted readily to form a firm, stable subbase.

The subbase material shall conform to Table 200.1, Grading Requirements

Table 200.1 — Grading Requirements

Standard, mm Alternate US Standard Mass Percent Passing

50 2” 100
25 1” 55 - 85
9.5 3/8” 40 - 75
0.075 No. 200 0 – 12

The fraction passing the 0.075mm (No. 200) sieve shall not be greater than 0.66
(two thirds) of the fraction passing the 0.425mm (No. 40) sieve.

The fraction passing the 0.425mm (No. 40) sieve shall have a liquid limit not
greater than 35 and plasticity index not greater than 12 as determined by AASHTO T 89
and T 90, respectively.

The coarse portion, retained on a 2.00 mm (No. 10) sieve, shall have a mass
percent of wear not exceeding 50% by the Los Angeles Abrasion Tests as determined
by AASHTO T 96.

The material shall have a soaked CBR value of not less than 30% as determined
by AASHTO T 193. The CBR value shall be obtained at the maximum dry density and
determined by AASHTO T 180, Method D.

200.3 Construction Requirements

200.3.1 Preparation of Existing Surface

The existing surface shall be graded and finished as provided under Item
105, Subgrade Preparation, before placing the subbase material.

200.3.2 Placing

The aggregate subbase material shall be placed at a uniform mixture on a

prepared subgrade in a quantity which will provide the required compacted

Part D - SUBBASE AND BASE COURSE Page 1 of 6

thickness. When more than one layer is required, each layer shall be shaped and
compacted before the succeeding layer is placed.

The placing of material shall begin at the point designated by the Engineer.
Placing shall be from vehicles especially equipped to distribute the material in a
continuous uniform layer or windrow. The layer or windrow shall be of such size
that when spread and compacted, the finished layer shall be in reasonably close
conformity to the nominal thickness shown on the Plans.

When hauling is done over previously placed material, hauling equipment

shall be dispersed uniformly over the entire surface of the previously constructed
layer, to minimize rutting or uneven compaction.

200.3.3 Spreading and Compacting

When uniformly mixed, the mixture shall be spread to the plan thickness,
for compaction.

Where the required thickness is 150mm or less, the material may be

spread and compacted in one layer. Where the required thickness is more than
150mm, the aggregate subbase shall be spread and compacted in two or more
layers of approximately equal thickness, and the maximum compacted thickness
of any layer shall not exceed 150mm. All subsequent layers shall be spread and
compacted in a similar manner.

The moisture content of subbase material shall, if necessary, be adjusted

prior to compaction by watering with approved sprinklers mounted on trucks or by
drying out, as required in order to obtain the required compaction.

Immediately following final spreading and smoothening, each layer shall

be compacted to the full width by means of approved compaction equipment.
Rolling shall progress gradually from the sides to the center, parallel to the
centerline of the road and shall continue until the whole surface has been rolled.
Any irregularities or depressions that develop shall be corrected by loosening the
material at these places and adding or removing material until surface is smooth
and uniform. Along curbs, headers and walls, and at all places not accessible to
the roller, the subbase material shall be compacted thoroughly with approved
tampers or compactors.

If the layer of subbase material, or part thereof, does not conform to the
required finish, the Contractor shall, at his own expense, make the necessary
corrections.

Compaction of each layer shall continue until a field density of at least 100
percent of the maximum dry density determined in accordance with AASHTO T
180, Method D has been achieved. In-place density determination shall be made
in accordance with AASHTO T 191.

200.3.4 Trial Sections

Before subbase construction is started, the Contractor shall spread and

compact trial sections as directed by the Engineer. The purpose of the trial
sections is to check the suitability of the materials, the efficiency of the equipment
and the construction method which is proposed to be used by the Contractor.
Therefore, the Contractor must use the same material, equipment and procedures

Part D - SUBBASE AND BASE COURSE Page 2 of 6

 that he proposes to use for the main work. One trial section of about 500m² shall
be made for every type of material and/or construction equipment/procedure
proposed for use.

After final compaction of each trial section, the Contractor shall carry out
such field density tests and other tests required as directed by the Engineer.

If a trial section shows that the proposed materials, equipment or

procedures in the Engineer's opinion are not suitable for subbase, the material
shall be removed at the Contractor's expense, and a new trial section shall be
constructed.

If the basic conditions regarding the type of material or procedure change

during the execution of the work, new trial sections shall be constructed.

200.3.5 Tolerances

Aggregate subbase shall be spread with equipment that will provide a

uniform layer which when compacted will conform to the designed level and
transverse slopes as shown on the Plans.

The allowable tolerances shall be as specified hereunder:

Permitted variation from design ± 20 mm

THICKNESS OF LAYER

Permitted variation from design + 10 mm

LEVEL OF SURFACE - 20 mm

Permitted SURFACE
IRREGULARITY 20 mm
Measured by 3-m straight-edge

Permitted variation from design

CROSSFALL OR CAMBER ± 0.3%

Permitted variation from design

LONGITUDINAL GRADE over
25 m in length ± 0.1%

200.4 Method of Measurement

Aggregate Subbase Course will be measured by the cubic meter (m³). The
quantity to be paid for shall be the design volume compacted in-place as shown on the
Plans and accepted in the completed course. No allowance will be given for materials
placed outside the design limits shown on the cross-sections. Trial sections shall not be
measured separately but shall be included in the quantity of subbase herein measured.

200.5 Basis of Payment

The accepted quantities, measured as prescribed in Section 200.4, shall be paid

for at the contract unit price for Aggregate Subbase Course which price and payment
shall be full compensation for furnishings and placing all materials, including all labor,
equipment, tools and incidentals necessary to complete the work prescribed in this Item.

Part D - SUBBASE AND BASE COURSE Page 3 of 6

 Payment will be made under:

Pay Item Number Description Unit of Measurement

200 (1) Aggregate Subbase Course Cubic Meters

ITEM 202 – CRUSHED AGGREGATE BASE COURSE

202.1 Description

This Item shall consist of furnishing, placing and compacting crushed gravel,
crushed stone or crushed rock on a prepared subbase in one or more layers in
accordance with this Specification and lines, grades, thickness and typical cross-
sections shown on the Plans or as established by the Engineer.

202.2 Material Requirements

202.2.1 Crushed Aggregate

It shall consist of hard, durable particles or fragments of stone or gravel

crushed to the size and of the quality requirements of this Item.

It shall be clean and free from vegetable matters, lumps or balls of clay and
other deleterious substances. The material shall be of such nature that it can be
compacted readily to form a firm, stable base.

The base material shall conform to the grading requirements of Table

202.1, whichever is called for in the Bill of Quantities.

Table 200.1 – Grading Requirements

Sieve Designation Mass Percent Passing

Alternate US
Standard, mm Grading A Grading B
Standard
37.5 1 – ½” 100
25 1” - 100
19 ¾” 60 - 85 -
12.5 ½” - 60 – 90
4.75 No. 4 30 – 55 35 – 65
0.425 No. 40 8 – 25 10 – 30
0.075 No. 200 2 - 14 5 - 15

The portion of the material passing the 0.075mm (No. 200) sieve shall not
be greater than 0.66 (two thirds) of the fraction passing the 0.425mm (No. 40)
sieve.

The portion of the material passing the 0.425mm (No. 40) sieve shall have
a liquid limit of not more than 25 and a plasticity index of not more than 6 as
determined by AASHTO T 89 and T 90, respectively.

Part D - SUBBASE AND BASE COURSE Page 4 of 6

 The coarse aggregate retained on a 2.00mm (No. 10) sieve shall have a
mass percent of wear not exceeding 45 by the Los Angeles Abrasion Test as
determined by AASHTO T 96, and not less than 50 mass percent shall have at
least one (1) fractured face.

The material passing the 19mm sieve shall have a minimum soaked CBR-
value of 100% tested according to AASHTO T 193. The CBR-value shall be
obtained at the maximum dry density determined according to AASHTO T 180,
Method D.

If filler, in addition to that naturally present, is necessary for meeting the

grading requirements or for satisfactory bonding, it shall be uniformly blended with
the crushed base course material on the road or in a pugmill unless otherwise
specified or approved. Filler shall be obtained from sources approved by the
Engineer, free from hard lumps and not contain more than 15 percent of material
retained on the 4.75mm (No. 4) sieve.

202.3 Construction Requirements

202.3.1 Preparation of Existing Surface

The existing surface shall be graded and finished as provided under Item
105, Subgrade Preparation, before placing the base material.

202.3.2 Placing

It shall be in accordance with all the requirements of Subsection 200.3.2,

Placing.

202.3.3 Spreading and Compacting

It shall be in accordance with all the requirements of Subsection 200.3.3,

Spreading and Compacting.

202.3.4 Trial Sections

Trial sections shall conform in all respects to the requirements specified in

Subsection 200.3.4.

202.3.5 Tolerances

The aggregate base course shall be laid to the designed level and
transverse slopes shown on the Plans. The allowable tolerances shall be in
accordance with following:

Permitted variation from design ± 10 mm

THICKNESS OF LAYER

Permitted variation from design + 5 mm

LEVEL OF SURFACE - 10 mm

Permitted SURFACE IRREGULARITY

Measured by 3-m straight-edge 5 mm

Part D - SUBBASE AND BASE COURSE Page 5 of 6

 Permitted variation from design ± 0.2%
CROSSFALL OR CAMBER

Permitted variation from design ± 0.1%

LONGITUDINAL GRADE over
25 m in length

202.4 Method of Measurement

Crushed Aggregate Base Course will be measured by the cubic meter (m³). The
quantity to be paid for shall be the design volume compacted in-place as shown on the
Plans, and accepted in the completed course. No allowance shall be given for materials
placed outside the design limits shown on the cross-sections. Trial sections shall not be
measured separately but shall be included in the quantity of crushed aggregate base
course.

202.5 Basis of Payment

The accepted quantities, measured as prescribed in Section 202.4, shall be paid

for at the contract unit price for Crushed Aggregate Base Course which price and
payment shall be full compensation for furnishing and placing all materials, including all
labor, equipment, tools and incidentals necessary to complete the work prescribed in
this Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

Crushed Aggregate Base

202 (1) Cubic Meter
Course

----------End of SUBBASE AND BASE COURSE Standard Specifications----------

Part D - SUBBASE AND BASE COURSE Page 6 of 6

 PART E – SURFACE COURSE

ITEM 311 – PORTLAND CEMENT CONCRETE PAVEMENT

311.1 Description

This Item shall consist of pavement of Portland Cement Concrete, without

reinforcement, constructed on the prepared base in accordance with this Specification
and in conformity with lines, grades, thickness and typical cross-section shown on the
Plans.

311.2 Material Requirements

311.2.1 Portland Cement

It shall conform to the applicable requirements of Item 700, Hydraulic

Cement. Only Type I Portland Cement shall be used unless otherwise provided
for in the Special Provisions. Different brands or the same brands from different
mills shall not be mixed nor shall they be used alternately. However, the use of
Portland Pozzolan Cement Type IP meeting the requirements of AASHTO M
240/ASTM C 595, Specifications for Blended Hydraulic Cement shall be allowed,
provided that trial mixes shall be done and that the mixes meet the concrete
strength requirements, the AASHTO/ASTM provisions pertinent to the use of
Portland Pozzolan Cement Type IP shall be adopted.

Cement which for any reason, has become partially set or which contains
lumps of caked cement shall be rejected. Cement salvaged from discarded or used
bags shall not be used.

Samples of Cement shall be obtained in accordance with AASHTO T 127.

311.2.2 Fine Aggregates

It shall consist of natural sand, stone screenings or other inert materials

with similar characteristics, or combinations thereof, having hard, strong and
durable particles. Fine aggregate from different sources of supply shall not be
mixed or stored in the same pile nor used alternately in the same class of concrete
without the approval of the Engineer.

It shall not contain more than three (3) mass percent of material passing
the 0.075mm (No. 200 sieve) by washing nor more than one (1) mass percent
each of clay lumps or shale. The use of beach sand will not be allowed without the
approval of the Engineer.

If the fine aggregate is subjected to five (5) cycles of the sodium sulfate
soundness test, the weighted loss shall not exceed 10 mass percent.

The fine aggregate shall be free from injurious amounts of organic

impurities. If subjected to the colormatic test for organic impurities and a color
darker than the standard is produced, it shall be rejected. However, when tested
for the effect of organic impurities on strength of mortar by AASHTO T 71, the fine
aggregate may be used if the relative strength at 7 and 28 days is not less than
95 percent.

Part E - SURFACE COURSE Page 1 of 25

 The fine aggregate shall be well-graded from coarse to fine and shall
conform to Table 311.1

Table 311.1 — Grading Requirements for Fine Aggregate

Sieve Designation Mass Percent Passing

9.5 mm (3/8 in.) 100
4.75 mm (No. 4) 95 - 100
2.36 mm (No. 8) -
1.18 mm (No. 16) 45 - 80
0.600 mm (No. 30) -
0.300 mm (No. 50) 5 – 30
0.150 mm (No. 100) 0 - 10

311.2.3 Coarse Aggregate

It shall consist of crushed stone, gravel, blast furnace slag, or other

approved inert materials of similar characteristics, or combinations thereof, having
hard, strong, durable pieces and free from any adherent coatings.

It shall contain no more than one (1) mass percent of material passing the
0.075mm (No. 200) sieve, not more than 0.25 mass percent of clay lumps, nor
more than 3.5 mass percent of soft fragments.

If the coarse aggregate is subjected to five (5) cycles of the sodium sulfate
soundness test, the weighted loss shall not exceed 12 mass percent.

It shall have a mass percent of wear not exceeding 40 when tested by

AASHTO T 96.

If the slag is used, its density shall not be less than 1120 kg/m³ (70lb/ft³).
The gradation of the coarse aggregate shall conform to Table 311.2.

Only one grading specification shall be used from any one source.

Table 311.2 – Grading Requirement for Coarse Aggregate

Sieve Designation Mass Percent
Standard Alternate
Grade A Grade B Grade C
(mm) US Standard
75.00 3 in. 100 - -
63.00 2 - 1/2 in. 90 - 100 100 100
50.00 2 in. - 90 - 100 95 - 100
37.5 1-1/2 in. 25 - 60 35 - 70 -
25.0 1 in. - 0 - 15 35 - 70
19.0 ¾ in. 0 - 10 - -
12.5 ½ in. 0-5 0-5 10 - 30
4.75 No. 4 - - 0-5

311.2.4 Water

Water used in mixing, curing or other designated application shall be

reasonably clean and free of oil, salt, acid, alkali, grass or other substances
injurious to the finished product. Water will be tested in accordance with and shall

Part E - SURFACE COURSE Page 2 of 25

meet the requirements of Item 714, Water. Water which is drinkable may be used
without test. Where the source of water is shallow, the intake shall be so enclosed
as to exclude silt, mud, grass or other foreign materials.

311.2.5 Reinforcing Steel

It shall conform to the requirements of Item 404, Reinforcing Steel. Dowels

and tie bars shall conform to the requirements of AASHTO M 31 or M 42, except
that rail steel shall not be used for tie bars that are to be bent and restraightened
during construction. Tie bars shall be Grade 40 deformed bars. Dowels shall be
Grade 40 plain round bars. Before delivery to the site of work, one-half of the length
of each dowel shall be painted with one coat of approved lead or tar paint.

The sleeves for dowel bars shall be metal of approved design to cover 50
mm, plus or minus 5mm of the dowel, with a closed end, and with a suitable stop
to hold the end of the sleeve at least 25mm from the end of the dowel. Sleeves
shall be of such design that they do not collapse during construction.

311.2.6 Joint Fillers

Poured joint fillers shall be mixed asphalt and mineral or rubber filler
conforming to the applicable requirements of Item 705, Joint Materials.

Preformed joint filler shall conform to the applicable requirements of Item

705. It shall be punched to admit the dowels were called for in the Plans. The filler
for each joint shall be furnished in a single piece for the depth and width required
for the joint.

311.2.7 Admixtures

Air-entraining admixture shall conform to the requirements of AASHTO M

154.

Chemical requirements, if specified or permitted, shall conform to the

requirements of AASHTO M 194.

Fly Ash, if specified or permitted as a mineral admixture and not exceeding

20% partial replacement of Portland Cement in concrete mix shall conform to the
requirements of ASTM C 618.

Admixture/s maybe added to the concrete mix to produce some desired

modifications to the properties of concrete, if necessary, but not as partial
replacement of cement. If specified, monofilament polypropylene synthetic fibrin
fibers, which are used as admixture to prevent the formation of
temperature/shrinkage cracks and increase impact resistance of concrete slabs
shall be applied in the dosage rate recommended by its manufacturer.

311.2.8 Curing Materials

Curing materials shall conform to the following requirements as specified;

a. Burlap cloth AASHTO M 182

b. Liquid membrane forming compounds AASHTO M 148

Part E - SURFACE COURSE Page 3 of 25

 c. Sheeting (film) materials AASHTO M 171

Cotton mats and water-proof paper can be used.

311.2.9 Calcium Chloride/Calcium Nitrate

It shall conform to AASHTO M Engineer, if specified or permitted by the

Engineer, as accelerator.

311.2.10 Storage of Cement and Aggregate

All cement shall be stored, immediately upon delivery at the Site, in

weatherproof building which will protect the cement from dampness. The floor shall
be raised from the ground. The buildings shall be placed in locations approved by
the Engineer. Provisions for storage shall be ample, and the shipments of cement
as received shall be separately stored in such a manner as to allow the earliest
deliveries to be used first and to provide easy access for identification and
inspection of each shipment. Storage buildings shall have capacity for storage of
a sufficient quantity of cement to allow sampling at least twelve (12) days before
the cement is used. Bulk cement, if used, shall be transferred to elevated air tight
and weatherproof bins. Stored cement shall meet the test requirements at any time
after storage when retest is ordered by the Engineer. At the time of use, all cement
shall be free-flowing and free of lumps.

The handling and storing of concrete aggregates shall be such as to

prevent segregation or the inclusion of foreign materials. The Engineer may
require that aggregates be stored on separate platforms at satisfactory locations.

In order to secure greater uniformity of concrete mix, the Engineer may

require that the coarse aggregate be separated into two or more sizes. Different
sizes of aggregate shall be stored in separate bins or in separate stockpiles
sufficiently removed from each other to prevent the material at the edges of the
piles from becoming intermixed.

311.2.11 Proportioning, Consistency and Strength of Concrete

The Contractor shall prepare the design mix based on the absolute volume
method as outlined in the American Concrete Institute (ACI) Standard 211.1,
“Recommended Practice for Selecting Proportions for Normal and Heavyweight
Concrete”.

It is the intent of this Specification to require at least 364 kg of cement per

cubic meter of concrete to meet the minimum strength requirements. The Engineer
shall determine from laboratory tests of the materials to be used, the cement
content and the proportions of aggregate and water that will produce workable
concrete having a slump of between 40 and 75 mm (1-1/2 and 3 inches) if not
vibrated or between 10 and 40 mm (1/2 and 1-1/2 inches) if vibrated, and a flexural
strength of not less than 3.8 MPa (550 psi) when tested by the third-point method
or 4.5 MPa (650 psi) when tested by the mid-point method at fourteen (14) days
in accordance with AASHTO T97 and T177, respectively; or a compressive
strength of 24.1 MPa (3500 psi) for cores taken at fourteen (14) days and tested
in accordance with AASHTO T24.

Slump shall be determined using AASHTO T 119.

Part E - SURFACE COURSE Page 4 of 25

 The mix design shall be submitted to the Engineer for approval and shall
be accompanied with certified test data from an approved laboratory
demonstrating the adequacy of the mix design. A change in the source of materials
during the progress of work may necessitate a new design mix.

311.3 Construction Requirements

311.3.1 Quality Control of Concrete

1. General

The Contractor shall be responsible for the quality control of all

materials during the handling, blending, and mixing and placement
operations.

2. Quality Control Plan

The Contractor shall furnish the Engineer a Quality Control Plan

detailing his production control procedures and the type and frequency of
sampling and testing to ensure that the concrete produces comply with the
Specifications. The Engineer shall be provided free access to recent plant
production records, and if requested, informational copies of mix design,
materials certifications and sampling and testing reports.

3. Qualification of Workmen

Experienced and qualified personnel shall perform all batching or

mixing operation for the concrete mix, and shall be present at the plant and
job site to control the concrete productions whenever the plant is in
operation. They shall be identified and duties defined as follows:

a. Concrete Batcher

The person performing the batching or mixing operation

shall be capable of accurately conducting aggregate surface
moisture determination and establishing correct scale weights
for concrete materials. He shall be capable of assuring that the
proportioned batch weights of materials are in accordance with
the mix design.

b. Concrete Technician

The person responsible for concrete production control

and sampling and testing for quality control shall be proficient in
concrete technology and shall have a sound knowledge of the
Specifications as they relate to concrete production. He shall be
capable of conducting tests on concrete and concrete materials
in accordance with these Specifications. He shall be capable of
adjusting concrete mix designs for improving workability and
Specification compliance and preparing trial mix designs. He
shall be qualified to act as the concrete batcher in the batcher’s
absence.

Part E - SURFACE COURSE Page 5 of 25

 4. Quality Control Testing

The Contractor shall perform all sampling, testing and inspection

necessary to assure quality control of the component materials and the
concrete.

The Contractor shall be responsible for determining the gradation of

fine and coarse aggregates and for testing the concrete mixture for slump,
air content, water-cement ratio and temperature. He shall conduct his
operations so as to produce a mix conforming to the approved mix design.

5. Documentation

The Contractor shall maintain adequate records of all inspections

and tests. The records shall indicate the nature and number of observations
made, the number and type of deficiencies found, the quantities approved
and rejected, and nature of any corrective action taken.

The Engineer may take independent assurance samples at random

location for acceptance purposes as he deems necessary.

311.3.2 Equipment

Equipment and tools necessary for handling materials and performing all
parts of the work shall be approved by the Engineer as to design, capacity and
mechanical condition. The equipment shall be at the jobsite sufficiently ahead of
the start of construction operations to be examined thoroughly and approved.

1. Batching Plant and Equipment

a. General

The batching shall include bins, weighing hoppers, and

scales for the fine aggregate and for each size of coarse
aggregate. If cement is used in bulk, a bin, a hopper, and separate
scale for cement shall be included. The weighing hopper shall be
properly sealed and vented to preclude dusting operation. The
batch plant shall be equipped with a suitable non-resettable batch
counter which will correctly indicate the number of batches
proportioned.

b. Bins and Hoppers

Bins with adequate separate compartments for fine

aggregate and for each size of coarse aggregate shall be provided
in the batching plant.

c. Scales

Scales for weighing aggregates and cement shall be of

either the beam type or the springless-dial type. They shall be
accurate within one-half percent (0.5%) throughout the range of
use. Poises shall be designed to be locked in any position and to
prevent unauthorized change. Scales shall be inspected and
sealed as often as the Engineer may deem necessary to assure

Part E - SURFACE COURSE Page 6 of 25

 their continued accuracy.

d. Automatic Weighing Devices

Unless otherwise allowed on the Contract, batching plants

shall be equipped with automatic weighing devices of an approved
type to proportion aggregates and bulk cement.

2. Mixers

a. General

Concrete may be mixed at the Site of construction or at a

central plant, or wholly or in part in truck mixers. Each mixer shall
have a manufacturer’s plate attached in a prominent place showing
the capacity of the drum in terms of volume of mixed concrete and
the speed of rotation of the mixing drum or blades.

b. Mixers at Site of Construction

Mixing shall be done in an approved mixer capable of

combining the aggregates, cement, and water into a thoroughly
mixed and uniform mass within the specified mixing period and
discharging and distributing the mixture without segregation on the
prepared grade. The mixer shall be equipped with an approved
timing device which will automatically lock the discharge lever
when the drum has been charged and released it at the end of the
mixing period. In case of failure of the timing device, the mixer may
be used for the balance of the day while it is being repaired,
provided that each batch is mixed 90 seconds. The mixer shall be
equipped with a suitable non-resettable batch counter which shall
correctly indicate the number of the batches mixed.

c. Truck Mixer and Truck Agitators

Truck mixers used for mixing and hauling concrete, and

truck agitators used for hauling central-mixed concrete, shall
conform to the requirements of AASHTO M 157.

d. Non-Agitator Truck

Bodies of non-agitating hauling equipment for concrete

shall be smooth, mortar-tight metal containers and shall be
capable of discharging the concrete at a satisfactory controlled rate
without segregation.

3. Paving and Finishing Equipment

The concrete shall be placed with an approved paver designed to

spread, consolidate, screed and float finish the freshly placed concrete in
one complete pass of the machine in such a manner that a minimum of hand
finishing will be necessary to provide a dense and homogeneous pavement
in conformance with the Plans and Specifications.

The finishing machine shall be equipped with at least two (2)

Part E - SURFACE COURSE Page 7 of 25

 oscillating type transverse screed.

Vibrators shall operate at a frequency of 8,300 to 9,600 impulses per

minute under load at a maximum spacing of 60 cm.

4. Concrete Saw

The Contractor shall provide sawing equipment in adequate number

of units and power to complete the sawing with a water-cooled diamond
edge saw blade or an abrasive wheel to the required dimensions and at the
required rate. He shall provide at least one (1) stand-by saw in good working
condition and with an ample supply of saw blades.

5. Forms

Forms shall be of steel, of an approved section, and of depth equal

to the thickness of the pavement at the edge. The base of the forms shall be
of sufficient width to provide necessary stability in all directions. The flange
braces must extend outward on the base to not less than 2/3 the height of
the form.

All forms shall be rigidly supported on bed of thoroughly compacted

material during the entire operation of placing and finishing the concrete.
Forms shall be provided with adequate devices for secure setting so that
when in place, they will withstand, without visible spring or settlement, the
impact and vibration of the consolidation and finishing or paving equipment.

311.3.3 Preparation of Grade

After the subgrade of base has been placed and compacted to the required
density, the areas which will support the paving machine and the grade on which
the pavement is to be constructed shall be trimmed to the proper elevation by
means of a properly designed machine extending the prepared work areas
compacted at least 60 cm beyond each edge of the proposed concrete pavement.
If loss of density results from the trimming operations, it shall be restored by
additional compaction before concrete is placed. If any traffic is allowed to use the
prepared subgrade or base, the surface shall be checked and corrected
immediately ahead of the placing concrete.

The subgrade or base shall be uniformly moist when the concrete is placed.

311.3.4 Setting of Forms

1. Base Support

The foundation under the forms shall be hard and true to grade
so that the form when set will be firmly in contact for its whole length
and at the specified grade. (Any roadbed, which at the form line is found
below established grade, shall be filled with approved granular materials
to grade in lifts of three (3) cm or less, and thoroughly rerolled or
tamped.) Imperfections or variations above grade shall be corrected by
tamping or by cutting as necessary.

Part E - SURFACE COURSE Page 8 of 25

 2. Form Setting

Forms shall be set sufficiently in advance of the point where

concrete is being placed. After the forms have been set to correct grade,
the grade shall be thoroughly tamped, mechanically or by hand, at both
the inside and outside edges of the base of the forms. The forms shall
not deviate from true line by more than one (1) cm at any point.

3. Grade and Alignment

The alignment and grade elevations of the forms shall be

checked and corrections made by the Contractor immediately before
placing the concrete. Testing as to crown and elevation, prior to placing
of concrete can be made by means of holding an approved template in
a vertical position and moved backward and forward on the forms.

When any form has been disturbed or any grade has become
unstable, the form shall be reset and rechecked.

311.3.5 Conditioning of Subgrade or Base Course

When side forms have been securely set to grade, the subgrade or base
course shall be brought to proper cross-section. High areas shall be trimmed to
proper elevation. Low areas shall be filled and compacted to a condition similar to
that of surrounding grade. The finished grade shall be maintained in a smooth and
compacted condition until the pavement is placed.

Unless waterproof subgrade or base course cover material is specified, the

subgrade or base course shall be uniformly moist when the concrete is placed. If
it subsequently becomes too dry, the subgrade or base course shall be sprinkled,
but the method of sprinkling shall not be such as to form mud or pools of water.

311.3.6 Handling, Measuring, and Batching Materials

The batch plant site, layout, equipment and provisions for transporting
material shall be such as to assure a continuous supply of material to the work.

Stockpiles shall be built up in layers of not more than one (1) meter in
thickness. Each layer shall be completely in place before beginning the next which
shall not be allowed to “cone” down over the next lower layer. Aggregates from
different sources and of different grading shall not be stockpiled together.

All washed aggregates and aggregates produced or handled by hydraulic

methods, shall be stockpiled or binned for draining at least twelve (12) hours
before being batched.

When mixing is done at the side of the work. Aggregates shall be

transported from the batching plant to the mixer in batch boxes, vehicle bodies, or
other containers of adequate capacity and construction to properly carry the
volume required. Partitions separating batches shall be adequate and effective to
prevent spilling from one compartment to another while in transit or being dumped.
When bulk cement is used, the Contractor shall use a suitable method of handling
the cement from weighing hopper to transporting container or into the batch itself
for transportation to the mixer, with chute, boot or other approved device, to
prevent loss of cement, and to provide positive assurance of the actual presence

Part E - SURFACE COURSE Page 9 of 25

in each batch of the entire cement content specified.

Bulk cement shall be transported to the mixer in tight compartments

carrying the full amount of cement required for the batch. However, if allowed in
the Special Provisions, it may be transported between the fine and coarse
aggregate. When cement is placed in contact with the aggregates, batches may
be rejected unless mixed within 1-1/2 hours of such contact. Cement in original
shipping packages may be transported on top of the aggregates, each batch
containing the number of sacks required by the job mix.

The mixer shall be charged without loss of cement. Batching shall be so

conducted as to result in the weight to each material required within a tolerance of
one (1) percent for the cement and two (2) percent for aggregates.

Water may be measured either by volume or by weight. The accuracy of

measuring the water shall be within a range of error of not over than one (1)
percent. Unless the water is to be weighed, the water-measuring equipment shall
include an auxiliary tank from which the measuring tank shall be equipped with an
outside tap and valve to provide checking the setting, unless other means are
provided for readily and accurately determining the amount of water in the tank.
The volume of the auxiliary tank shall be at least equal to that of the measuring
tank.

311.3.7 Mixing Concrete

The concrete may be mixed at the site of the work in a central-mix plant,
or in truck mixers. The mixer shall be of an approved type and capacity. Mixing
time will be measured from the time all materials, except water, are in the drum.
Ready-mixed concrete shall be mixed and delivered in accordance with
requirements of AASHTO M 157, except that the minimum required revolutions at
the mixing speed for transit-mixed concrete may be reduced to not less than that
recommended by the mixer manufacturer. The number of revolutions
recommended by the mixer manufacturer shall be indicated on the manufacturer’s
serial plate attached to the mixer. The Contractor shall furnish test data acceptable
to the Engineer verifying that the make and model of the mixer will produce uniform
concrete conforming to the provision of AASHTO M 157 at the reduced number of
revolutions shown on the serial plate.

When mixed at the site or in a central mixing plant, the mixing time shall
not be less than fifty (50) seconds nor more than ninety (90) seconds, unless mixer
performance tests prove adequate mixing of the concrete is a shorter time period.

Four (4) seconds shall be added to the specified mixing time if timing starts
at the instant the skip reaches its maximum raised positions. Mixing time ends
when the discharge chute opens. Transfer time in multiple drum mixers is included
in mixing time. The contents of an individual mixer drum shall be removed before
a succeeding batch is emptied therein.

The mixer shall be operated at the drum speed as shown on the

manufacturer’s name plate attached on the mixer. Any concrete mixed less than
the specified time shall be discarded and disposed-off by the Contractor at his
expense. The volume of concrete mixed per batch shall not exceed the mixer’s
nominal capacity in cubic meter, as shown on the manufacturer’s standard rating
plate on the mixer, except that an overload up to ten (10) percent above the mixer’s
nominal capacity may be permitted provided concrete test data for strength,

Part E - SURFACE COURSE Page 10 of 25

segregation, and uniform consistency are satisfactory, and provided no spillage of
concrete takes place.

The batches shall be so charged into the drum that a portion of the mixing
water shall be entered in advance of the cement and aggregates. The flow of water
shall be uniform and all water shall be in the drum by the end of the first fifteen
(15) seconds of the mixing period. The throat of the drum shall be kept free of such
accumulations as may restrict the free flow of materials into the drum.

Mixed concrete from the central mixing plant shall be transported in truck
mixers, truck agitators or non-agitating truck specified in Subsection 311.3.2,
Equipment. The time elapsed from the time water is added to the mix until the
concrete is deposited in place at the Site shall not exceed forty-five (45) minutes
when the concrete is hauled in non-agitating trucks, nor ninety (90) minutes when
hauled in truck mixers or truck agitators, except that in hot weather or under other
conditions contributing to quick hardening of the concrete, the maximum allowable
time may be reduced by the Engineer.

In exceptional cases and when volumetric measurements are authorized

for small project requiring less than 75 cu.m. of concrete per day of pouring, the
weight proportions shall be converted to equivalent volumetric proportions. In such
cases, suitable allowance shall be made for variations in the moisture condition of
the aggregates, including the bulking effect in the fine aggregate. Batching and
mixing shall be in accordance with ASTM C 685, Section 6 through 9.

Concrete mixing by chute is allowed provided that a weighing scales for

determining the batch weight will be used.

Retempering concrete by adding water or by other means shall not be

permitted, except that when concrete is delivered in truck mixers, additional water
may be added to the batch materials and additional mixing performed to increase
the slump to meet the specified requirements, if permitted by the Engineer,
provided all these operations are performed within forty-five (45) minutes after the
initial mixing operation and the water-cement ratio is not exceeded. Concrete that
is not within the specified slump limits at the time of placement shall not be used.
Admixtures for increasing the workability or for accelerating the setting of the
concrete will be permitted only when specifically approved by the Engineer.

311.3.8 Limitation of Mixing

No concrete shall be mixed, placed or finished when natural light is

insufficient, unless an adequate and approved artificial lighting system is operated.

During hot weather, the Engineer shall require that steps be taken to
prevent the temperature of mixed concrete from exceeding a maximum
temperature of 32°C.

Concrete not in place within ninety (90) minutes from the time the
ingredients were charged into the mixing drum or that has developed initial set
shall not be used. Retempering of concrete or mortar which has partially hardened,
that is remixing with or without additional cement, aggregate, or water, shall not
be permitted.

In order that the concrete may be properly protected against the effects of
rain before the concrete is sufficiently hardened, the Contractor will be required to

Part E - SURFACE COURSE Page 11 of 25

have available at all times materials for the protection of the edges and surface of
the unhardened concrete.

313.3.9 Placing of Concrete

Concrete shall be deposited in such a manner to require minimal

rehandling. Unless truck mixers or non-agitating hauling equipment are equipped
with means to discharge concrete without segregation of the materials, the
concrete shall be unloaded into an approved spreading device and mechanically
spread on the grade in such a manner as to prevent segregation. Placing shall be
continuous between transverse joints without the use of intermediate bulkheads.
Necessary hand spreading shall be done with shovels, not rakes. Workmen shall
not be allowed to walk in the freshly mixed concrete with boots or shoes coated
with earth or foreign substances.

When concrete is to be placed adjoining a previously constructed lane and

mechanical equipment will be operated upon the existing lane, that previously
constructed lane shall have attained the strength for fourteen (14) day concrete. If
only finishing equipment is carried on the existing lane, paving in adjoining lanes
may be permitted after three (3) days.

Concrete shall be thoroughly consolidated against and along the faces of

all forms and along the full length and on both sides of all joint assemblies, by
means of vibrators inserted in the concrete. Vibrators shall not be permitted to
come in contact with a joint assembly, the grade, or a side form. In no case shall
the vibrator be operated longer than fifteen (15) seconds in any one location.

Concrete shall be deposited as near as possible to the expansion and

contraction joints without disturbing them, but shall not be dumped from the
discharge bucket or hopper into a joint assembly unless the hopper is well
centered on the joint assembly. Should any concrete material fall on or be worked
into the surface of a complete slab, it shall be removed immediately.

311.3.10 Test Specimens

As work progresses, at least one (1) set consisting of three (3) concrete
beam test specimens, 150mm x 150mm x 525mm or 900 mm shall be taken from
each 330m² of pavement, 230mm depth, or fraction thereof placed each day. Test
specimens shall be made under the supervision of the Engineer, and the
Contractor shall provide all concrete and other facilities necessary in making the
test specimens and shall protect them from damage by construction operations.
Cylinder samples shall not be used as substitute for determining the adequacy of
the strength of concrete.

The beams shall be made, cured, and tested in accordance with AASHTO
T 23 and T 97.

311.3.11 Strike-off of Concrete and Placement of Reinforcement

Following the placing of the concrete, it shall be struck off to conform to the
cross-section shown on the Plans and to an elevation such that when the concrete
is properly consolidated and finished, the surface of the pavement will be at the
elevation shown on the Plans. When reinforced concrete pavement is placed in
two (2) layers, the bottom layer shall be struck off and consolidated to such length
and depth that the sheet of fabric or bar mat may be laid full length on the concrete

Part E - SURFACE COURSE Page 12 of 25

in its final position without further manipulation. The reinforcement shall then be
placed directly upon the concrete, after which the top layer of the concrete shall
be placed, struck-off and screeded. Any portion of the bottom layer of concrete
which has been placed more than 30 minutes without being covered with the top
layer shall be removed and replaced with freshly mixed concrete at the
Contractor’s expense. When reinforced concrete is placed in one layer, the
reinforcement may be firmly positioned in advance of concrete placement or it may
be placed at the depth shown on the Plans in plastic concrete, after spreading by
mechanical or vibratory means.

Reinforcing steel shall be free from dirt, oil, paint, grease, mill scale and
loose or thick rust which could impair bond of the steel with the concrete.

311.3.12 Joints

Joints shall be constructed of the type and dimensions, and at the locations
required by the Plans or Special Provisions. All joints shall be protected from the
intrusion of injurious foreign material until sealed.

1. Longitudinal Joint

Deformed steel tie bars of specified length, size, spacing and

materials shall be placed perpendicular to the longitudinal joints, they
shall be placed by approved mechanical equipment or rigidly secured
by chair or other approved supports to prevent displacement. Tie bars
shall not be painted or coated with asphalt or other materials or enclosed
in tubes or sleeves. When shown on the Plans and when adjacent lanes
of pavement are constructed separately, steel side forms shall be used
which will form a keyway along the construction joint. Tie bars, except
those made of rail steel, may be bent at right angles against the form of
the first lane constructed and straightened into final position before the
concrete of the adjacent lane is placed, or in lieu of bent tie bars,
approved two-piece connectors may be used.

Longitudinal formed joints shall consist of a groove or cleft,

extending downward from and normal to, the surface of the pavement.
These joints shall be affected or formed by an approved mechanically
or manually operated device to the dimensions and line indicated on the
Plans and while the concrete is in a plastic state. The groove or cleft
shall be filled with either a premolded strip or poured material as
required.

The longitudinal joints shall be continuous, there shall be no gaps

in either transverse or longitudinal joints at the intersection of the joints.

Longitudinal sawed joints shall be cut by means of approved

concrete saws to the depth, width and line shown on the Plans. Suitable
guide lines or devices shall be used to assure cutting the longitudinal
joint on the true line. The longitudinal joint shall be sawed before the
end of the curing period or shortly thereafter and before any equipment
or vehicles are allowed on the pavement. The sawed area shall be
thoroughly cleaned and, if required, the joint shall immediately be filled
with sealer.

Part E - SURFACE COURSE Page 13 of 25

 Longitudinal pavement insert type joints shall be formed by
placing a continuous strip of plastic materials which will not react
adversely with the chemical constituent of the concrete.

2. Transverse Expansion Joint

The expansion joint filler shall be continuous from form to form,

shaped to subgrade and to the keyway along the form. Preformed joint
filler shall be furnished in lengths equal to the pavement width or equal
to the width of one lane. Damaged or repaired joint filler shall not be
used.

The expansion joint filler shall be held in a vertical position. An

approved installing bar, or other device, shall be used if required to
secure preformed expansion joint filler at the proper grade and
alignment during placing and finishing of the concrete. Finished joint
shall not deviate more than 6mm from a straight line. If joint fillers are
assembled in sections, there shall be no offsets between adjacent units.
No plugs of concrete shall be permitted anywhere within the expansion
space.

3. Transverse Contraction Joint/Weakened Joint

When shown on the Plans, it shall consist of planes of weakness

created by forming or cutting grooves in the surface of the pavement
and shall include load transfer assemblies. The depth of the weakened
plane joint should at all times not be less than 50mm, while the width
should not be more than 6mm.

A. Transverse Strip Contraction Joint

It shall be formed by installing a parting strip to be left in

place as shown on the Plans.

B. Formed Groove

It shall be made by depressing an approved tool or device

into the plastic concrete. The tool or device shall remain in place
at least until the concrete has attained its initial set and shall then
be removed without disturbing the adjacent concrete, unless the
device is designed to remain in the joint.

C. Sawed Contraction Joint

It shall be created by sawing grooves in the surface of the

pavement of the width not more than 6 mm, depth should at all
times not be less than 50 mm, and at the spacing and lines
shown on the Plans, with an approved concrete saw. After each
joint is sawed, it shall be thoroughly cleaned including the
adjacent concrete surface.

Sawing of the joint shall commence as soon as the

concrete has hardened sufficiently to permit sawing without
excessive raveling, usually 4 to 24 hours. All joints shall be
sawed before uncontrolled shrinkage cracking takes place. If

Part E - SURFACE COURSE Page 14 of 25

 necessary, the sawing operations shall be carried on during the
day or night, regardless of weather conditions. The sawing of
any joint shall be omitted if crack occurs at or near the joint
location prior to the time of sawing. Sawing shall be discounted
when a crack develops ahead of the saw. In general, all joints
should be sawed in sequence. If extreme condition exist which
make it impractical to prevent erratic cracking by early sawing,
the contraction joint groove shall be formed prior to initial set of
concrete as provided above.

4. Transverse Construction Joint

It shall be constructed when there is an interruption of more than

30 minutes in the concreting operations. No transverse joint shall be
constructed within 1.50m of an expansion joint, contraction joint, or
plane of weakness. If sufficient concrete has been mixed at the time of
interruption to form a slab of at least 1.5m long, the excess concrete
from the last preceding joint shall be removed and disposed off as
directed.

5. Load Transfer Device

Dowel, when used, shall be held in position parallel to the

surface and center line of the slab by a metal device that is left in the
pavement.

The portion of each dowel painted with one coat of lead or tar, in
conformance with the requirements of Item 404, Reinforcing Steel, shall
be thoroughly coated with approved bituminous materials, e.g., MC-70,
or an approved lubricant, to prevent the concrete from binding to that
portion of the dowel. The sleeves for dowels shall be metal designed to
cover 50mm plus or minus 5mm (1/4inch), of the dowel, with a watertight
closed end and with a suitable stop to hold the end of the sleeves at
least 25mm (1inch) from the end of the dowel. In lieu of using dowel
assemblies at contraction joints, dowel may be placed in the full
thickness of pavement by a mechanical device approved by the
Engineer.

311.3.13 Final Strike-off (Consolidation and Finishing)

1. Sequence

The sequence of operations shall be the strike-off and

consolidation, floating and removal of laitance, straight-edging and final
surface finish. Work bridges or other devices necessary to provide
access to the pavement surface for the purpose of finishing straight-
edging, and make corrections as hereinafter specified, shall be provided
by the Contractor.

In general, the addition of water to the surface of the concrete to

assist in finishing operations will not be permitted. If the application of
water to the surface is permitted, it shall be applied as fog spray by
means of an approved spray equipment.

Part E - SURFACE COURSE Page 15 of 25

2. Finishing Joints

The concrete adjacent to joints shall be compacted or firmly

placed without voids or segregation against the joint material assembly,
also under and around all load transfer devices, joint assembly units,
and other features designed to extend into the pavement. Concrete
adjacent to joints shall be mechanically vibrated as required in
Subsection 311.3.9, Placing Concrete.

After the concrete has been placed and vibrated adjacent to the
joints as required in Subsection 311.3.9, the finishing machine shall be
brought forward, operating in a manner to avoid damage or
misalignment of joints. If uninterrupted operation of the finishing
machine, to over and beyond the joints causes segregation of concrete,
damage to, or misalignment of the joints, the finishing machine shall be
stopped when the front screed is approximately 20cm (8inches) from
the joint. Segregated concrete shall be removed from in front of and off
the joint. The front screed shall be lifted and set directly on top of the
joint and the forward motion of the finishing machine resumed. When
the second screed is close enough to permit the excess mortar in front
of it to flow over the joint, it shall be lifted and carried over the joint.
Thereafter, the finishing machine may be run over the joint without lifting
the screeds, provided there is no segregated concrete immediately
between the joint and the screed or on top of the joint.

3. Machine Finishing

a. Non-vibratory Method

The concrete shall be distributed or spread as soon as placed.

As soon as the concrete has been placed, it shall be struck off and
screeded by an approved finishing machine. The machine shall go over
each area of pavement as many times and at such intervals as
necessary to give the proper compaction and leave a surface of uniform
texture. Excessive operation over a given area shall be avoided. The
tops of the forms shall be kept clean by an effective device attached to
the machine and the travel of the machine on the forms shall be
maintained true without wobbling or other variation tending to affect the
precision finish.

During the first pass of the finishing machine, a uniform ridge of

concrete shall be maintained ahead of the front screed in its entire
length.

b. Vibratory Method

When vibration is specified, vibrators for full width vibration of

concrete paving slabs, shall meet the requirements in Subsection
311.3.2, Equipment. If uniform and satisfactory density of the concrete
is not obtained by the vibratory method at joints, along forms, at
structures, and throughout the pavement, the Contractor will be required
to furnish equipment and method which will produce pavement
conforming to the Specifications. All provisions in item (a) above not in
conflict with the provisions for the vibratory method shall govern.

Part E - SURFACE COURSE Page 16 of 25

4. Hand Finishing

Hand finishing methods may only be used under the following

conditions:

a. In the event of breakdown of the mechanical equipment, hand

methods may be used to finish the concrete already deposited on the
grade.

b. In narrow widths or areas of irregular dimensions where operations of

the mechanical equipment are impractical, hand methods may be used.

Concrete, as soon as placed, shall be struck off and screeded.

An approved portable screed shall be used. A second screed shall be
provided for striking off the bottom layer of concrete if reinforcement is
used.

The screed for the surface shall be at least 60cm (2ft) longer
than the maximum width of the slab to be struck-off. It shall be of
approved design, sufficiently rigid to retain its shape, and constructed
either of metal or other suitable material shod with metal.

Consolidation shall be attained by the use of suitable vibrator or

other approved equipment.

In operation, the screed shall be moved forward on the forms

with a combined longitudinal and transverse shearing motion, moving
always in the direction in which the work is progressing and so
manipulated that neither end is raised from the side forms during the
striking off process. If necessary, this shall be repeated until the surface
is of uniform texture, true to grade and cross-section, and free from
porous areas.

5. Floating

After the concrete has been struck off and consolidated, it shall
be further smoothed, trued, and consolidated by means of a longitudinal
float, either by hand or mechanical method.

a. Hand Method

The hand-operated longitudinal float shall be not less

than 365cm (12 feet) in length and 15cm (6 inches) in width,
properly stiffened to prevent flexibility and warping. The
longitudinal float, operated from foot bridges resting on the side
forms and spanning but not touching the concrete, shall be
worked with a sawing motion while held in a floating position
parallel to the road center line, and moving gradually from one
side of the pavement to the other. Movement ahead along the
center line of the pavement shall be in successive advances of
not more than one-half the length of the float. Any excess water
or soupy material shall be wasted over the side forms on each
pass.

Part E - SURFACE COURSE Page 17 of 25

 b. Mechanical Method

The mechanical longitudinal float shall be of a design

approved by the Engineer, and shall be in good working
condition. The tracks from which the float operates shall be
accurately adjusted to the required crown. The float shall be
accurately adjusted and coordinated with the adjustment of the
transverse finishing machine so that a small amount of mortar is
carried ahead of the float at all times. The forward screed shall
be adjusted so that the float will lap the distance specified by the
Engineer on each transverse trip. The float shall pass over each
area of pavement at least two times, but excessive operation
over a given area will not be permitted. Any excess water or
soupy material shall be wasted over the side forms on each
pass.

c. Alternative Mechanical Method

As an alternative, the Contractor may use a machine

composed of a cutting and smoothing float or floats suspended
from and guided by a rigid frame. The frame shall be carried by
four or more visible wheels riding on, and constantly in contact
with the side forms. If necessary, following one of the preceding
methods of floating, long handled floats having blades not less
than 150cm (5ft) in length and 15cm (6inch.) in width may be
used to smooth and fill in open-textured areas in the pavement.
Long-handled floats shall not be used to float the entire surface
of the pavement in lieu of, or supplementing, one of the
preceding methods of floating. When strike off and consolidation
are done by the hand method and the crown of the pavement
will not permit the use of the longitudinal float, the surface shall
be floated transversely by means of the long-handled float. Care
shall be taken not to work the crown out of the pavement during
the operation. After floating, any excess water and laitance shall
be removed from the surface of the pavement by a 3-m straight-
edge or more in length. Successive drags shall be lapped one-
half the length of the blade.

6. Straight-edge Testing and Surface Correction

After the floating has been completed and the excess water
removed, but while the concrete is still plastic, the surface of the
concrete shall be tested for trueness with a 300cm long straight-edge.
For this purpose, the Contractor shall furnish and use an accurate
300cm straight-edge swung from handles 100cm (3ft) longer than one-
half the width of the slab. The straight-edge shall be held in contact with
the surface in successive positions parallel to the road center line and
the whole area gone over from one side of the slab to the other as
necessary. Advances along the road shall be in successive stages of
not more than one-half the length of the straight-edge. Any depressions
found shall be immediately filled with freshly mixed concrete, struck off,
consolidated and refinished. High areas shall be cut down and
refinished. Special attention shall be given to assure that the surface
across joints meets the requirements for smoothness. Straight-edge
testing and surface corrections shall continue until the entire surface is

Part E - SURFACE COURSE Page 18 of 25

 found to be free from observable departures from the straight-edge and
the slab conforms to the required grade and cross-section.

7. Final Finish

If the surface texture is broom finished, it shall apply when the

water sheen has practically disappeared. The broom shall be drawn
from the center to the edge of the pavement with adjacent strokes
slightly overlapping. The brooming operation should be so executed that
the corrugations produced in the surface shall be uniform in appearance
and not more than 1.5mm in depth. Brooming shall be completed before
the concrete is in such condition that the surface will be unduly
roughened by the operation. The surface thus finished shall be free from
rough and porous areas, irregularities, and depressions resulting from
improper handling of the broom. Brooms shall be of the quality size and
construction and be operated so as to produce a surface finish meeting
the approval of the Engineer. Subject to satisfactory results being
obtained and approval of the Engineer, the Contractor will be permitted
to substitute mechanical brooming in lieu of the manual brooming herein
described.

If the surface texture is belt finished, when straight-edging is

complete and water sheen has practically disappeared and just before
the concrete becomes non-plastic, the surface shall be belted with 2-ply
canvass belt not less than 20cm wide and at least 100cm longer than
the pavement width. Hand belts shall have suitable handles to permit
controlled, uniform manipulation. The belt shall be operated with short
strokes transverse to the center line and with a rapid advance parallel
to the center line. If the surface texture is drag finished, a drag shall be
used which consists of a seamless strip of damp burlap or cotton fabric,
which shall produce a uniform of gritty texture after dragging it
longitudinally along the full width of pavement. For pavement 5 m or
more in width, the drag shall be mounted on a bridge which travels on
the forms. The dimensions of the drag shall be such that a strip of burlap
or fabric at least 100cm wide is in contact with the full width of pavement
surface while the drag is used. The drag shall consist of not less than 2
layers of burlap with the bottom layer approximately 15cm wider than
the layer. The drag shall be maintained in such condition that the
resultant surface is of uniform appearance and reasonably free from
grooves over 1.5mm in depth. Drag shall be maintained clean and free
from encrusted mortar. Drags that cannot be cleaned shall be discarded
and new drags be substituted.

Regardless of the method used for final finish, the hardened

surface of pavement shall have a coefficient of friction of 0.25 or more.
Completed pavement that is found to have a coefficient of friction less
than 0.25 shall be grounded or scored by the Contractor at his expense
to provide the required coefficient of friction

8. Edging at Forms and Joints

After the final finish, but before the concrete has taken its initial
set, the edges of the pavement along each side of each slab, and on
each side of transverse expansion joints, formed joints, transverse
construction joints, and emergency construction joints, shall be worked

Part E - SURFACE COURSE Page 19 of 25

 with an approved tool and rounded to the radius required by the Plans.
A well – defined and continuous radius shall be produced and a smooth,
dense mortar finish obtained. The surface of the slab shall not be unduly
disturbed by tilting the tool during the use.

At all joints, any tool marks appearing on the slab adjacent to the
joints shall be eliminated by brooming the surface. In doing this, the
rounding of the corner of the slab shall not be disturbed. All concrete on
top of the joint filler shall be completely removed.

All joints shall be tested with a straight-edge before the concrete

has set and correction made if one edge of the joint is higher than the
other.

311.3.14 Surface Test

As soon as the concrete has hardened sufficiently, the pavement surface

shall be tested with a 3m straight-edge or other specified device. Areas showing
high spots of more than 3mm but not exceeding 12mm in 3m shall be marked and
immediately ground down with an approved grinding tool to an elevation where
the area or spot will not show surface deviations in excess of 3mm when tested
with 3m straight-edge. Where the departure from correct cross-section exceeds
12mm, the pavement shall be removed and replaced by and at the expense of the
Contractor.

Any area or section so removed shall be not less than 1.5m in length and
not less than the full width of the lane involved. When it is necessary to remove
and replace a section of pavement, any remaining portion of the slab adjacent to
the joints that is less than 1.5m in length, shall also be removed and replaced.

311.3.15 Curing

Immediately after the finishing operations have been completed and the
concrete has sufficiently set, the entire surface of the newly placed concrete shall
be cured in accordance with either one of the methods described herein. Failure
to provide sufficient cover material of whatever kind the Contractor may elect to
use, or the lack of water to adequately take care of both curing and other
requirements, shall be a cause for immediate suspension of concreting operations.
The concrete shall not be left exposed for more than ½ hour between stages of
curing or during the curing period.

In all congested places, concrete works should be designed so that the

designed strength is attained.

1. Cotton of Burlap Mats

The surface of the pavement shall be entirely covered with mats.

The mats used shall be of such length (or width) that as laid they will
extend at least twice the thickness of the pavement beyond the edges
of the slab. The mat shall be placed so that the entire surface and the
edges of the slab are completely covered. Prior to being placed, the
mats shall be saturated thoroughly with water. The mat shall be so
placed and weighted down so as to cause them to remain in intimate
contact with the covered surface. The mat shall be maintained fully
wetted and in position for 72 hours after the concrete has been placed

Part E - SURFACE COURSE Page 20 of 25

 unless otherwise specified.

2. Waterproof Paper

The top surface and sides of the pavement shall be entirely

covered with waterproof paper, the units shall be lapped at least 45cm.
The paper shall be so placed and weighted down so as to cause it to
remain in intimate contact with the surface covered. The paper shall
have such dimension but each unit as laid will extend beyond the edges
of the slab at least twice the thickness of the pavement, or at pavement
width and 60cm strips of paper for the edges. If laid longitudinally, paper
not manufactured in sizes which will provide this width shall be securely
sewed or cemented together, the joints being securely sealed in such a
manner that they do not open up or separate during the curing period.
Unless otherwise specified, the covering shall be maintained in place
for 72 hours after the concrete has been placed. The surface of the
pavement shall be thoroughly wetted prior to the placing of the paper.

3. Straw Curing

When this type of curing is used, the pavement shall be cured

initially with burlap or cotton mats, until after final set of the concrete or,
in any case, for 12 hours after placing the concrete. As soon as the mats
are removed, the surface and sides of the pavement shall be thoroughly
wetted and covered with at least 20cm of straw or hay, thickness of
which is to be measured after wetting. If the straw or hay covering
becomes displaced during the curing period, it shall be replaced to the
original depth and saturated. It shall be kept thoroughly saturated with
water for 72 hours and thoroughly wetted down during the morning of
the fourth day, and the cover shall remain in place until the concrete has
attained the required strength.

4. Impervious Membrane Method

The entire surface of the pavement shall be sprayed uniformly

with white pigmented curing compound immediately after the finishing
of the surface and before the set of the concrete has taken place, or if
the pavement is cured initially with jute or cotton mats, it may be applied
upon removal of the mass. The curing compound shall not be applied
during rain.

Curing compound shall be applied under pressure at the rate 4L

to not more than 14m² by mechanical sprayers. The spraying equipment
shall be equipped with a wind guard. At the time of use, the compound
shall be in a thoroughly mixed condition with the pigment uniformly
dispersed throughout the vehicle. During application, the compound
shall be stirred continuously by effective mechanical means. Hand
spraying of odd widths or shapes and concrete surface exposed by the
removal of forms will be permitted. Curing compound shall not be
applied to the inside faces of joints to be sealed, but approved means
shall be used to ensure proper curing at least 72 hours and to prevent
the intrusion of foreign material into the joint before sealing has been
completed. The curing compound shall be of such character that the film
will harden within 30 minutes after application. Should the film be
damaged from any cause within the 72-hour curing period, the damaged

Part E - SURFACE COURSE Page 21 of 25

 portions shall be repaired immediately with additional compound.

5. White Polyethylene Sheet

The top surface and sides of the pavement shall be entirely

covered with polyethylene sheeting. The units used shall be lapped at
least 45cm. The sheeting shall be so placed and weighted down so as
to cause it to remain intimate contact with the surface covered. The
sheeting as prepared for use shall have such dimension that each unit
as laid will extend beyond the edges of the slab at least twice the
thickness of the pavement. Unless otherwise specified, the covering
shall be maintained in place for 72 hours after the concrete has been
placed.

311.3.16 Removal of Forms

After forms for concrete shall remain in place undisturbed for not less than
twenty-four (24) hours after concrete pouring. In the removal of forms, crowbars
should be used in pulling out nails and pins. Care should be taken so as not to
break the edges of the pavement. In case portions of the concrete are spalled,
they shall be immediately repaired with fresh mortar mixed in the proportion of one
part of Portland Cement and two parts fine aggregates. Major honeycomb areas
will be considered as defective work and shall be removed and replaced at the
expense of the Contractor. Any area or section so removed shall not be less than
the distance between weakened plane joint nor less than the full width of the lane
involved.

311.3.17 Sealing Joints

Joints shall be sealed with asphalt sealant soon after completion of the
curing period and before the pavement is opened to traffic, including the
Contractor’s equipment. Just prior to sealing, each joint shall be thoroughly
cleaned of all foreign materials including membrane curing compound and the joint
faces shall be clean and surface dry when the seal is applied.

The sealing material shall be applied to each joint opening to conform to

the details shown on the Plans or as directed by the Engineer. Material for seal
applied hot shall be stirred during heating so that localized overheating does not
occur. The pouring shall be done in such a manner that the material will not be
spilled on the exposed surfaces of the concrete. The use of sand or similar material
as a cover for the seal will not be permitted.

Preformed elastomeric gaskets for sealing joints shall be of the cross-

sectional dimensions shown on the Plans. Seals shall be installed by suitable
tools, without elongation and secured in placed with an approved lubricant
adhesive which shall cover both sides of the concrete joints. The seals shall be
installed in a compressive condition and shall at time of placement be below the
level of the pavement surface by approximately 6mm.

The seals shall be in one piece for the full width of each transverse joint.

311.3.18 Protection of Pavement

The Contractor shall protect the pavement and its appurtenances against
both public traffic and traffic caused by his own employees and agents. This shall

Part E - SURFACE COURSE Page 22 of 25

include watchmen to direct traffic and the erection of and maintenance of warning
signs, lights, pavement bridges or cross-overs, etc. The Plans or Special
Provisions will indicate the location and type of device or facility required to protect
the work and provide adequately for traffic.

All boreholes after thickness and/or strength determinations of newly

constructed asphalt and concrete pavements shall be immediately filled/restored
with the prescribed concrete/asphalt mix after completion of the drilling works.

Any damage to the pavement, occurring prior to final acceptance, shall be

repaired or the pavement be replaced.

311.3.19 Acceptance of Concrete

The strength level of the concrete will be considered satisfactory if the

averages of all sets of three (3) consecutive strength test results equal or exceed
the specified strength, fc’ and no individual strength test result is deficient by more
than 15% of the specified strength, fc’. A set shall consist of a minimum of three
(3) concrete beam specimens.

Concrete deemed to be not acceptable using the above criteria may be

rejected unless the Contractor can provide evidence, by means of core tests, that
the quality of concrete represented by failed test results is acceptable in place. At
least three (3) representative cores shall be taken from each member or area of
concrete in place that is considered deficient. The location of cores shall be
determined by the Engineer so that there will be at least impairment of strength of
the structure. The obtaining and testing of drilled cores shall be in accordance with
AASHTO T 24.

Concrete in the area represented by the cores will be considered adequate

if the average strength of the cores is equal to at least 85% of, and if no single
core is less than 75% of, the specified strength, fc’.

If the strength of control specimens does not meet the requirements of this
Subsection, and it is not feasible or not advisable to obtain cores from the structure
due to structural considerations, specimens as specified hereunder:

Deficiency in Strength of Percent (%) of Contract

Concrete Specimens, Price Allowed
Percent (%)
Less than 5 100
5 to less than 10 80
10 to less than 15 70
15 to less than 20 60
20 to less than 25 50
25 or more 0

311.3.20 Opening to Traffic

The Engineer will decide when the pavement may be opened to traffic. The
road will not be opened to traffic until test specimens molded and cured in
accordance with AASHTO T 23 have attained the minimum strength requirements
in Subsection 311.2.11. If such tests are not conducted prior to the specified age
the pavement shall not be operated to traffic until 14 days after the concrete was

Part E - SURFACE COURSE Page 23 of 25

placed. Before opening to traffic, the pavement shall be cleaned and joint sealing
completed.

311.3.21 Tolerance to Pavement Thickness

1. General
The thickness of the pavement will be determined by
measurement of cores from the completed pavement in accordance
with AASHTO T 148.

The completed pavement shall be accepted on a lot basis. A lot

shall be considered as 1000 linear meters of pavement when a single
traffic lane is poured or 500 linear meters when two lanes are poured
concurrently. The last unit in each slab constitutes a lot in itself when its
length is at least ½ of the normal lot length. If the length of the last unit
is shorter than ½ of the normal lot length, it shall be included in the
previous lot.

Other areas such as intersections, entrances, crossovers, ramp,

etc., will be grouped together to form a lot. Small irregular areas may be
included with other unit areas to form a lot. Each lot will be divided into
five (5) equal segments and one core will be obtained from each
segment in accordance with AASHTO T 24.

2. Pavement Thickness

It is the intent of this Specification that the pavement has a

uniform thickness as called for on the Plans for the average of each lot
as defined. After the pavement has met all surface smoothness
requirements, cores for thickness measurements will be taken.
In calculating the average thickness of the pavement, individual
measurements which are in excess of the specified thickness by more
than 5mm will be considered as the specified thickness plus 5mm and
measurement which are less than the specified thickness by more than
25mm shall not be included in the average. When the average thickness
for the lot is deficient, the contract unit price will be adjusted for
thickness in accordance with paragraph (3 below).

Individual areas within a segment found deficient in thickness by

more than 25mm shall be evaluated by the Engineer, and if in his
judgment, the deficient areas warrant removal, they shall be removed
and replaced by the Contractor with pavement of the specified thickness
at his entire expense. However, if the evaluation of the Engineer is that
the deficient area should not be removed and replaced, such area will
not be paid.

When the measurement of any core is less than the specified

thickness by more than 25mm, the actual thickness of the pavement in
this area will be determined by taking additional cores at no less than
5m intervals parallel to the center line in each direction from the affected
location until a core is found in each direction, which is not deficient in
thickness by more than 25mm. The area of slab for which no payment
will be made shall be the product of the paving width multiplied by the
distance along the center line of the road between transverse sections

Part E - SURFACE COURSE Page 24 of 25

 found not deficient in thickness by more than 25mm. The thickness of
the remainder of the segment to be used to get the average thickness
of each lot shall be determined by taking the average thickness of
additional cores which are not deficient by more than 25mm.

3. Adjustment for Thickness

When the average thickness of the pavement per lot is deficient,

payment for the lot shall be adjusted as follows:

Deficiency in the Average Percent (%) 0f Contract

Thickness per Lot (mm) Price per Lot
0-5 100% payment
6-10 95% payment
11-15 85% payment
16-20 70% payment
21-25 50% payment
More than 25 Remove and Replace/No payment

No acceptance and final payment shall be made on completed

pavement unless core test for thickness determination is conducted.

311.4 Method of Measurement

The area to be paid for under this Item shall be the number of square meters
(m²) of concrete pavement placed and accepted in the completed pavement. The width
for measurements will be the width from outside edge to outside edge of completed
pavement as placed in accordance with the Plans or as otherwise required by the
Engineer in writing. The length will be measured horizontally along the center line of
each roadway or ramp. Any curb and gutter placed shall not be included in the area of
concrete pavement measured.

311.5 Basis of Payment

The accepted quantity, measured as prescribed in Section 311.4, shall be paid

for at the contract unit price for Portland Cement Concrete Pavement, which price and
payment shall be full compensation for preparation of roadbed and finishing of
shoulders, unless otherwise provided by the Special Provisions, furnishing all materials,
for mixing, placing, finishing and curing all concrete, for furnishing and placing all joint
materials, for sawing weakened plane joints, for fitting the prefabricated center metal
joint, for facilitating and controlling traffic, and for furnishing all labor, equipment, tools
and incidentals necessary to complete the Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

311 (1) f1 PCC Pavement (Unreinforced), Square Meter/Cubic Meter

thk = 300mm

----------End of SURFACE COURSE Standard Specifications----------

Part E - SURFACE COURSE Page 25 of 25

 PART G – DRAINAGE

ITEM 501 – UNDERDRAINS

501.1 Description

This item shall consist of furnishing and installing underdrains using corrugated
high-density polyethylene pipe, including all other necessary incidentals and equipment,
in accordance with this Specification and in reasonably close conformity with the lines
and grades shown on the Plans or as established by the Engineer.

501.2 Material Requirements

501.2.1 Pipe and Fittings

High-density polyethylene culvert pipe, couplings, and fittings shall be in

accordance with AASHTO M 252 and AASHTO M 294, for 100–250mm and 300–
900mm diameter pipes, respectively.

501.2.1.1 The pipe shall be Type S and not be perforated unless specified
otherwise.

501.2.1.2 Pipe tolerances will be in accordance with AASHTO M 252 or

AASHTO M 294.

501.2.1.3 Field joints shall provide circumferential and longitudinal strength

to maintain the pipe alignment, prevent separation of pipe and prevent
infiltration of fill material. Coupling bands, if used, shall be of the same base
material as the pipe. Corrugations in the bands shall have the same
configuration as the corrugations in the pipe ends being connected. Prior to
use, the design of coupling bands and fastening devices shall be submitted
to and approved by the Engineer. Final acceptance of coupling bands and
fastening devices will be based on field performance.

501.2.1.4 All pipes will be subject to inspection by the engineer at the source
of manufacture, at an intermediate shipping terminal, or at destination. The
engineer shall be allowed unlimited access to all facilities and records as
required to conduct inspection and sampling.

501.2.1.5 Random sampling of the pipe will be conducted by the Engineer

to verify pipe and material is in accordance with this specification. Samples
of polyethylene pipe will be obtained from fabricated culvert sections in
accordance with AASHTO M 252 or AASHTO M 294 at a frequency
determined by the Engineer.

501.2.1.6 Inspection will include an examination of the pipe for markings,

deficiency in specified diameter, net length of fabricated pipe and evidence
of poor workmanship. The inspection may include taking samples.

Part G - DRAINAGE Page 1 of 9

 501.2.1.7 Specimen testing size and method of tests shall be in accordance
with AASHTO M 252 or AASHTO M 294. The contractor or manufacturer
shall provide the equipment and personnel to cut a sample from a section of
pipe. The sample shall include the markings or a record of the markings for
that section of pipe.

501.2.1.8 Acceptance of polyethylene culvert pipe will be based on the pipe

being provided by a qualified manufacturer, certification, manufacturer
quality control documentation, identification markings and tests on samples
of the material as required by the engineer.

501.2.1.9 The manufacturer shall provide to the engineer an itemized

statement of the sizes, section properties and lengths of pipe in each
shipment. Delivery receipt, inspection reports and certifications shall also be
provided to the Engineer.

501.2.2 Slot Riser with Grating

501.2.2.1 Slot riser shall be manufactured from 0.063-inch. tempered

aluminum meeting the requirements of ASTM B 209, Standard Specification
for Aluminum and Aluminum-Alloy Sheet and Plate.

501.2.2.2 Grating shall be made of fabricated mild steel or iron provided with
hot-dip galvanized in accordance with ASTM A 153 or AASHTO M 232 for
superior corrosion protection.

501.2.3 Recessed Access Box

501.2.3.1 Concrete shall be designed to have a minimum compressive

strength of 21 MPa at 28th day strength. It shall conform to the requirements
of Item 405, Structural Concrete.

501.2.3.2 Steel reinforcements shall be Grade 40 steel bars. It shall conform

top the requirements of Item 710, Reinforcing Steel and Wire Rope.

501.2.4 Bed Course

Bed course for the pipe shall be composed of granular backfill filter
material. It shall be permeable and shall meet the requirements of AASHTO M 6,
except that soundness tests will not be required and minor variations in grading
and content of deleterious substances may be approved by the Engineer.

The maximum size of backfill filter material shall be 2-inches (50mm).

501.2.5 Concrete Encasement

Concrete encasement of pipe shall conform to the requirements of Item

405, Structural Concrete. It shall be designed to have a 21 MPa at 28th day
compressive strength.

Part G - DRAINAGE Page 2 of 9

501.3 Construction Requirements

501.3.1 Trenches shall be excavated to the dimensions and grades required by

the Plans or as directed by the Engineer. A minimum of 150 mm bedding granular
backfill material shall be placed and compacted at the bottom of the trench for its
full width and length.

501.3.2 Any underdrain trenching that results in an uneven trench bottom or

exposes soft, yielding or unstable ground in the trench bottom shall be undegraded
and backfilled with drainage approved granular material of sufficient thickness to
ensure maintenance of proper alignment and gradient for all subsequent
operations.

501.3.3 All pipes shall be firmly bedded and carefully aligned. The pipe shall be
laid with perforations down if the perforations are not uniformly distributed around
the circumference of the pipe, unless otherwise shown on the plans. Sections shall
be jointed with approved coupling fittings or bands. Dead ends of pipe shall be
completely closed by means of caps or plugs. Outlet pipe openings that are not
exposed shall be connected to drain as shown on the plans or directed by the
engineer.

501.3.4 Pipe laying shall begin at the downstream end of the pipe line. The lower
bedding of the pipe shall be in contact with the shaped bedding throughout its full
length and width.

501.3.5 Prior to placing of concrete for recessed access box, the Engineer shall
approve its location, line, grade, and section details as shown on the Plans or as
directed by the Engineer.

501.3.6 After the pipe installation has been inspected and approved, concrete
encasement shall be placed to the grade established by the Engineer as shown
on the Plans. Care shall be taken not to displace the pipe or the covering at open
joints.

501.3.7 Sampling and testing of concrete shall conform to the requirements of Item
405, Structural Concrete.

501.4 Method of Measurement

This Item will be paid for at the contract lump sum price and shall be full
compensation for furnishing, fabricating, and installing materials, and for all work herein
before prescribed in connection therewith, including all labor, equipment, tools, and
incidentals necessary to complete the work.

501.5 Basis of Payment

The accepted quantities determined as provided in Section 501.4, Method of

Measurement, shall be paid for at the contract lump sum price.

Part G - DRAINAGE Page 3 of 9

 Payment will be made under:

Pay Item Number Description Unit of Measurement

501 (4) Underdrain Lump Sum

ITEM 502 – MANHOLES, INLETS, AND CATCH BASINS

502.1 Description

This item shall consist of adjustment or reconstruction of manholes, inlets, and

catch basins as directed by the Engineer in accordance with this Specification and in
reasonably close conformity with the lines and grades shown on the Plans or as
established by the Engineer.

502.2 Material Requirements

502.2.1 Concrete for these structures if needed shall meet the requirements of
Item 405, Structural Concrete.

502.2.2 Joint mortar shall consist of one-part portland cement and two parts fine
aggregates by volume, to which hydrated lime shall be added in an amount equal
to 10 percent of the cement by weight. All materials for mortar shall meet the
requirements of Item 405, Structural Concrete.

502.2.3 Metal Frames and Grating

The metal frames and grating to be installed on existing catch basins shall
conform to the requirements of Subsection 503.3.

502.3 Construction Requirements

502.3.1 An opening for the new pipe shall be made through the walls of the existing
structure or pipe at the proper location and grade. The new pipe shall be properly
fitted into place, flush with the inner face of the existing masonry, or as nearly so
as the engineer determines is practical. After the pipe is in place, the opening
around the pipe shall be sealed watertight in a manner approved by the engineer.

502.3.2 Any portion of an existing structure that is damaged in joining the new pipe
shall be repaired or replaced, at the contractor’s expense, with new material of a
type matching the old.

502.3.3 Salvageable frames and gratings shall be reused as permitted by the

Engineer.

Part G - DRAINAGE Page 4 of 9

 502.4 Method of Measurement

The number of existing manholes, inlets and catch basins adjusted as directed
will be measured as acceptably completed.

The number of metal frames and gratings will be measured as acceptably

completed.

Any additional concrete, or reinforcing steel if needed in this item will be

measured and paid for under Item 405, Structural Concrete and Item 404, Reinforcing
Steel, as applicable.

502.5 Basis of Payment

The accepted quantities, determined as provided in Section 502.4, Method of

Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit
prices, which shall constitute full compensation for adjusting manholes, inlets, and catch
basins, including all labor, equipment, tools and incidentals necessary to complete the
Item.

Furnished and installed metal frames and grating shall be measured and paid by
each pair completed and accepted.

Excavation and backfill will be measured and paid for as provided in Item 103,
Structure Excavation.

Payment will be made under:

Pay Item Number Description Unit of Measurement

502 (5) Metal Frames and Gratings, Type Pair

502 (7) Adjusting Manholes Each

502 (8) Adjusting Catch Basins Each

ITEM 503 – DRAINAGE STEEL GRATING WITH FRAME

503.1 Description

This item shall consist of furnishing all materials, tools, and equipment including
labor requirements undertaking the proper application of metal grating with frame for
new drainage structure as shown on the plans or directed by the Engineer and in
accordance with this specification.

503.2 Strength Classification of Grates

Grates shall be classified as Class D – Test Load 210 kN.

Part G - DRAINAGE Page 5 of 9

503.3 Material Requirements

Welds shall be of full section and sound throughout. Obvious dimensional defects
and structural discontinuity of welds will be cause for rejection. All welding residue shall
be removed.

503.3.1 Metal Grating

Grating shall be made of fabricated mild iron provided with hot dip
galvanized in accordance with ASTM A 153 or AASHTO M 232 for superior
corrosion protection. It shall be machine-made grating comprised of iron flat bars
standing on edge equispaced from each other. To prevent them from falling over
and to provide restraint in buckling, a twisted cross rod (6mm) is forge-welded into
the top of the flat bars.

503.3.2 Metal Frame

The frame clear openings of drainage grates shall be 15mm larger than
nominal sizes of industry standard sized pits. These pits increase in size in
increments of 150mm. This shall be done to allow frames to be placed over
standard panel formwork and cast in while pouring the pit walls, to speeds up
installation and ensure the frame is fully embedded in the concrete.

503.3.3 Drainage Grate Sizes

The drainage grates shall be identified by their internal clear opening

dimensions of the frame. For square and rectangular grates, the normal
convention shall be the width x length. Metal units shall conform to the approved
plan dimensions and specifications requirement for the designated materials.

Grates shall consist of 25mm to 65mm x 3mm, 4.5mm or 5mm thick flat
bars with length of not more than 6.1m spaced at 30mm o.c. with 6mm twisted rod
spaced at 100mm o.c.. Angular frame (L 75mm x 75mm x 9mm thick) shall be
coated with hot dipped galvanized for superior corrosion protection finish and
extended life. If required, I-Beam support shall be provided in the grates in
accordance with the approved plan. It shall also conform to the requirements of
ASTM A 153 or its equivalents AASHTO M 232.

503.3.4 The metal unit shall conform to ASTM A 36 / AASHTO M 183.

Dimension Tolerances:

Thickness = ± 0.20 mm

Width = ± 0.80 mm

Length = + 50 mm/NIL mm

Straightness = 6 mm in each 1.5 m length

Part G - DRAINAGE Page 6 of 9

503.4 Construction Requirements

Metal gratings which are to rest on frames shall bear on them evenly and fit. They
shall be assembled before shipment and so marked that the same pieces may be
reassembled readily in the same position when installed. Inaccuracy of bearings shall
be corrected by machining, if necessary. The metal grating and its corresponding frame
shall constitute one pair.

Metal frames shall be set securely as shown on the plans to prevent

displacement during the placing of concrete. All concrete placed adjacent to the fixture
shall be thoroughly vibrated.

Excavation and backfill shall be done in accordance with Item 102, Excavation.

503.5 Acceptance Requirement

The metal grating plants will be inspected periodically for compliance with
specified manufacturing and fabricating methods and bars samples will be obtained for
laboratory testing for compliance with material quality requirements.

All draining grates materials shall be subjected to inspection for acceptance as

to condition at the latest practicable time the Engineer has the opportunity to check for
compliance prior to or during incorporation of materials into the work.

503.6 Method of Measurement

The quantity to be measured and paid for will be the number of pairs of metal
frames and gratings completed and accepted.

503.7 Basis of Payment

The accepted quantities, determined as provided in Section 503.6, Method of

Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit
prices, which shall constitute full compensation for furnishing and placing all materials
and for all labor, equipment, tools and incidentals necessary to complete the item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

503 (1) Metal Frames and Grating Set

Part G - DRAINAGE Page 7 of 9

ITEM 504 – CLEANING AND RECONDITIONING OF EXISTING DRAINAGE STRUCTURES

504.1 Description

This item shall consist of cleaning and reconditioning existing pipes and
appurtenant structures in reasonably close conformity with this Specification and as
shown on the Plans.

504.2 Material Requirements

Materials used for repair or replacement under the various Pay Items shall
conform the requirements of the applicable Items of this Specification.

504.3 Construction Requirements

Pipe Cleaned in Place – All foreign materials within the barrel shall be removed
and disposed off by methods which will prevent damage to the pipe.

If approved by the Engineer, all or part of the pipe designated to be cleaned in

place may be removed, cleaned, and relaid in accordance with the applicable Items. In
such cases, the Contractor shall furnish all materials required to replace damaged pipes
and joints, perform all excavation and backfill, and relay the pipe, all at the contract bid
price for this Item.

Reconditioning Drainage Structures – Structures such as manholes, inlets, and

the likes, designated on the Plans or as directed by the Engineer to be reconditioned
shall have all debris removed, leaks repaired, missing or broken metalwork replaced,
and each structure left in operating condition.

504.4 Method of Measurement

Measurement will be made by the linear meter of pipe acceptably cleaned as

designated in the Bill of Quantities, irrespective of the kind or size involved.

Pipe cleaned in place will be measured along the flow line of the pipe line
acceptably cleaned a directed.

Measurement of drainage structures reconditioned will be made by actual count

of the total number of units of each type acceptably completed.

504.5 Basis of Payment

The quantities as provided in Section 504.4, Method of Measurement, shall be

paid for at the contract price bid per unit of measurement for each of the Pay Items listed
below that appear in the Bid Schedule, which price and payment shall be full
compensation for the work of this item except excavation and backfill which is paid for
under Item 103, Structure Excavation.

Excavation and backfill necessary for pipe removal operations shall be done as
part of the work of this Item.

Part G - DRAINAGE Page 8 of 9

 The Contractor shall remove and replace without added compensation any pipe
damaged by these operations and which cannot be acceptably repaired in place.

Payment will be made under:

Pay Item Number Description Unit of Measurement

504 (3) Cleaning Culvert Pipe in Place Linear Meter

504 (5) Cleaning/Reconditioning of Each

Drainage Structures

----------End of DRAINAGE CONSTRUCTION Standard Specifications----------

Part G - DRAINAGE Page 9 of 9

 PART H – MISCELLANEOUS STRUCTURES

ITEM 603 – GUARDRAIL

603.1 Description

This item shall consist of furnishing and constructing posts and guardrails of the
types called for in the contract and in accordance with this Specification, at the locations,
and in conformity with the lines and grades shown on the Plans, or as required by the
Engineer.

603.2 Material Requirements

Materials for guardrail shall conform to the requirements of AASHTO M 180,

Standard Specifications for Steel Components for Highway Guardrail.

Guardrail Hardware. Offset brackets of the resilient and non-resilient types shall
be of the type specified, or as shown on the Plans, and shall meet the strength
requirements specified.

Splices and end connections shall be of the type and design specified or as
shown on the Plans, and shall be of such strength as to develop the full design strength
of the rail elements.

Unless otherwise specified, all fittings, bolts, washers and other accessories shall
be galvanized in accordance with the requirements of AASHTO M 111 or ASTM A 153,
whichever may apply. All galvanizing shall be done after fabrication.

Steel posts shall be of the section and length as specified, or as shown on the
Plans. It shall be galvanized copper bearing steel. Steel shall conform to the
requirements of AASHTO M 183 for the grade specified.

Concrete foundation block for steel posts shall conform to the requirements of
Item 405, Structural Concrete. It shall be designed to have a 21 MPa at 28 th day
compressive strength.

Metal Beam End-Piece Bull Nose shall be galvanized and shall be of the same
properties as the guardrail.

603.3 Construction Requirements

603.3.1 Posts

Posts shall be set vertically in the position shown on the Plans and,
embedded in a concrete foundation block. It shall remain undisturbed for a
minimum of 48 hours after installation with foundation block. The space around
the post shall be backfilled to the ground line with approved material in layers not
exceeding 100 mm and each layer shall be moistened and thoroughly compacted.

603.3.2 Rail Elements

Rail elements shall be erected in a manner resulting in a smooth

continuous installation. All bolts, except adjustment bolts, shall be drawn tight.

Part H - MISCELLANEOUS STRUCTURES Page 1 of 9

 Bolts shall be of sufficient length to extend beyond the nuts at least 5 mm but not
more than 10 mm.

Galvanized surfaces which have been abraded so that the base material
is exposed, threaded portions of all fittings and fasteners and cut ends of bolts
shall be protected in a manner as may be specified or directed.

Metal works not galvanized shall be given one shop coat of red lead, zinc
chromate paint or an approved fast-drying rust-inhibitive primer and two field coats
of white or aluminum paint.

603.3.3 Metal Beam End-Piece

End-Piece Bull Nose shall be rolled or fabricated to the dimensions as

shown on the plan.

603.4 Method of Measurement

Guardrail shall be measured by linear meter from center to center of end posts.

Concrete foundation block shall be paid under Item 405, Structural Concrete
except 21 MPa.

Metal beam end-piece bull nose shall be paid in each of the completed and
accepted by the Engineer.

603.5 Basis of Payment

The accepted quantities of guardrail, determined in Subsection 603.4, Method of

Measurement, shall be paid for at the contract unit price per linear meter for the type
specified, complete in place, which price and payment shall be full compensation for
furnishing and placing all materials, including all labor, equipment, tools and incidentals
necessary to complete the Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

603 (3) a1 Metal Guardrail (Metal Beam) Linear Meter

Including Post-Single W-Beam

603 (4) b Metal Beam End Piece (Bull Nose) Each

ITEM 612 – REFLECTIVE THERMOPLASTIC STRIPING MATERIAL

(SOLID FORM)

612.1 Description

This standard specifies the requirement for reflectorized thermoplastic pavement

striping material conforming to AASHTO M 249 that is applied to the road surface in a

Part H - MISCELLANEOUS STRUCTURES Page 2 of 9

molten state by mechanical means with surface application of glass beads at a rate of
not less than 350 g/L of glass beads having a size range of drop in type and will produce
an adherent reflectorized stripe of specified thickness and width capable of resisting
deformation by traffic.

612.2 Material Requirements

1. Reflectorized Thermoplastic Pavement Material shall be homogeneously

composed of pigment, filler, resins and glass reflectorizing spheres.

The thermoplastic material shall be available to both white and yellow.

2. Glass Beads (Pre-Mix) shall be uncoated and shall comply with the following
requirements:

Refractive Index, min. - 1.50

Roundness, min. – 90% True Spheres

Gradation:

Sieve (mm) Mass Percent Passing

0.850 100
0.600 75 - 95
0.425 -
0.300 15 - 35
0.180 -
0.150 0-5

612.3 General Requirements

612.3.1 Composition

The pigment, beads and filler shall be uniformly dispersed in the resin. The
material shall be free from all skins, dirt and foreign objects and shall comply with
the requirements as specified in Table 612.1.

Table 612.2 - Composition Requirements

Component White Yellow

Binder, min. 18.0 18.0
Glass Beads:
min. 30 30
max. 40 40
Titanium
Dioxide, min. 10.0
Chrome Yellow,
Medium, min. 10.0
Calcium Carbonate
And Inert Fillers,
Max. 42.0 42.0

Part H - MISCELLANEOUS STRUCTURES Page 3 of 9

613.3.2 Qualitative Requirements

Table 612.2 – Qualitative Requirements

Requirements
Property
White Yellow
Specific Gravity, max. Drying 2.15
Time, minutes, max. Bond 10.0
Strength to Portland
Cement Concrete after
heating for four (4) hours
±5 min. @ 218oC, MPa, max. 1.24
Cracking Resistance @ low
temp. after heating for
four (4) hours ±5 min.
@ 218 ± 2oC. No cracks
Impact Resistance after heating
for four (4) hours ± 5 min.
@ 218 ±2oC and
forming test specimens,
mm/kg, min. 115
Softening Point after heating for 102.5 ± 9.5°C
four (4) hours ±5 min.
@ 218 ±2oC.
Daylight reflectant 75 45
@ 45 Degrees – 0 degrees,
% min.

612.4 Application Requirements

The material shall readily extrude at a temperature of 211 ± 7°C, from

approved equipment to produce a line 3.2 to 4.8 mm thick which shall be
continuous and uniform in shape having clear and sharp dimensions.

The material shall not exude fumes which are toxic, obnoxious or injurious
to persons or property when heated during applications.

The application of additional glass beads by drop-in methods shall be at a

rate of not less than 350 g/L of glass beads having a size range for drop-in type.
The typical size range of spheres of drop-in type paints is as follows.

Passing 850 urn (#20) sieve and

retained on 250 urn (#60) sieve, % 80 – 100

a. Preparation of Road Surface – the materials should be applied only on the

surface which is clean and dry. It shall not be laid into loose detritus, mud or
similar extraneous matter, or over an old paint marking, or over an old
thermoplastic marking which is faulty. In the case of smooth, polished
surface stones such as smooth concrete, old asphalt surfacing with smooth
polished surface stones and/or where the method of application of the
manufacturer of the thermoplastic materials shall be recommended, and with
the approval of the Engineer.

Part H - MISCELLANEOUS STRUCTURES Page 4 of 9

b. Preparation of Thermoplastic Materials – The materials shall be melted in
accordance with the manufacturer’s instruction in a heater fitted with a
mechanical stirrer to give a smooth consistency to the thermoplastic and
such the local overheating shall be avoided. The temperature of the mass
shall be within the range specified by the manufacturer and shall on no
account be allowed to exceed the maximum temperature stated by the
manufacturer. The molten material shall be used as expeditiously as
possible and for thermoplastics which have natural resin binders or
otherwise sensitive to prolong heating the materials shall not be maintained
in a molten condition for more than 4 hours.

c. Laying – Centerlines, lane lines and edges lines shall be applied by

approved mechanical means and shall be laid in regular alignment. Other
markings may be applied by hand – screed, hand propelled machine or by
self-propelled machine approved or directed by the Engineer. After transfer
to the laying apparatus the materials shall be maintained within the
temperature range specified by the manufacturer and stirred to maintain the
right consistency for laying.

In the case of screen application, the material shall be laid to a

thickness of not less than 3 mm or more than 6 mm unless authorized by the
Engineer when laid over an existing marking. In the case of sprayed
application, the material shall be laid to thickness of not less than 1.5 mm
unless authorized by the Engineer. In all cases the surface produced shall
be uniform and appreciably free from bubbles and steaks. Where the
Contractor Documents require or the Engineer direct that ballotini shall be
applied to the surface of the markings, these shall be applied uniformly to
the surface of hot thermoplastic immediately after laying such that the quality
of ballotini firmly embedded and retained in the surface after completion
complies with the requirements of Sub-section 606.2.2, Material
Requirements.

Road markings of a repetitive nature, other center lines, lane lines,

etc., shall unless otherwise directed by the Engineer be set out with stencils
which comply with the size and spacing requirements shown on the Plans.

d. Re-use of Thermoplastic Materials – At the end of day’s as much as possible

the material remaining in the heater and/or laying apparatus shall be
removed. This may be broken and used again provided that the maximum
heating temperature has not been exceeded and that the total time during
which it is a molten condition.

612.4.1 Deflective Materials or Workmanship

Materials which are defective or have been applied in an

unsatisfactory manner or to incorrect dimensions or in a wrong location shall
be removed, the road pavement shall be made good and materials replaced,
reconstructed and/or properly located, all at the Contractor’s expenses and
to the satisfaction of the Engineer.

612.4.2 Protection of the Traffic

The Contractor shall protect pedestrians, vehicles and other traffic

adjacent to the working area against damage or disfigurement by
construction equipment, tools and materials or by spatters, splashes and

Part H - MISCELLANEOUS STRUCTURES Page 5 of 9

 smirches or paint or other construction materials and during the course of
the work, provide and maintain adequate signs and signals for the warning
and guidance of traffic.

612.5 Sampling

A minimum weight of 10 kg. of Reflectorized Thermoplastic paint shall be

taken for every 100 bags or fraction thereof.

612.6 Testing

The material shall be tested in accordance with AASHTO T 250 or with the
appropriate method in ASTM designation.

612.7 Packing and Marking

The material shall be packaged in a suitable container to which it will not

adhere during shipment and storage. The blocks of cast thermoplastic material
shall be approximately 300 x 915 by 51 mm and shall weigh approximately 23 kg.
Each container label shall designate the color, manufacturer’s name, batch
number and date of manufacture. Each batch manufactured shall have its own
separate number. The label shall warn the user that the material shall be heated
to 211 ± 7°C during application.

612.8 Method of Measurement

The quantity of pavement markings to be paid for shall be the area as

shown on the Plans of painted traffic line of the stated width and the area as shown
on the plans of symbols, lettering, hatching and the like, completed and accepted.

The quantity shown in the Bill of Quantities represents the approximate

quantity in square meter of pavement markings, with width as shown applied at
the centerline of the road pavements to which may be increased or decreased
depending on the Engineer’s decision whether to require additional markings or
delete parts of it. Other markings representing symbols, lettering, hatching and
others in locations where they may be required by the Engineer shall, likewise, be
implemented by the Contractor using reflectorized thermoplastic pavement
markings as approved and directed.

612.9 Basis of Payment

The quantities measured as determined in Subsection 612.8, Method of

Measurement, shall be paid for at the appropriate contract unit price for the Pay
Items shown in the Bid Schedule which price and payment shall constitute full
compensation for furnishing and placing all materials, sampling and packing, for
the preparation of the surface, and for all labor, equipment, tools and incidentals
necessary to complete the Item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

612 (1) Reflectorized Thermoplastic Square Meter

Pavement Markings, White

Part H - MISCELLANEOUS STRUCTURES Page 6 of 9

ITEM 625 – ROAD SAFETY AND TRAFFIC CONTROL DEVICES

625.1 Description

This item shall consist of constructing Rigid Road Safety Concrete Barrier
System (Jersey Type) with retroflective aluminum panel type delineators, including all
necessary incidental works at the locations, in conformity with the line and grade shown
on the plans, or as directed by the Engineer.

625.2 Material Requirements

625.2.1 Concrete Barriers

625.2.1.1 Concrete

Concrete shall be reinforced with steel fiber having a density of

20kg/m³. It shall be designed to have a 28TH day compressive strength of
28MPa (4000psi).

Cement shall conform to the requirements of Item 700, Hydraulic

Cement.

Steel fibers shall be made from stainless steel and nominally be 2-

inches long and meet the physical property requirements prescribed in
ASTM A820. One-inch Helix fibers are also allowed. Steel fibers shall have
a quantity of at least 2000 fibers per pound and a fiber aspect ratio of 40 to
60. The steel fibers shall not have any hooks or 90-degree bends. The steel
fibers shall be free from rust, oil and other deleterious materials. Steel fibers
shall be transported, stored and applied to the concrete mixture in
accordance with the manufacturer’s recommendations.

Aggregates shall conform to the applicable provisions of Item 703,

Aggregates.

625.2.1.2 Steel Bars

All steel bars shall be Grade 60 and meet the requirements of

AASHTO M 31.

625.2.1.3 Joint Mortar

Joint Mortar for connecting barriers shall have a compressive

strength that is twice of the concrete barrier. It shall conform to the applicable
provisions of Item 705, Joint Materials.

625.2.2 Delineators

The delineator body shall be flat sheet aluminum in accordance with ASTM
B 209 and meet dimensions as shown on the plans.

Retroreflective sheeting shall be permanently affixed to the body of the

delineator and follow guidelines in accordance with ASTM D 4956 Type IX or XI
requirements for application of sheeting. Manufacturer’s certification shall be
provided for delineator sheeting.

Part H - MISCELLANEOUS STRUCTURES Page 7 of 9

 Bolts and fittings to be used for installation of delineators to concrete barrier
shall be galvanized.

625.3 Construction Requirements

625.3.1 Concrete Barriers

Precast concrete barriers shall be of the design shown on the Plans. The
barriers shall be cast separately and concrete in each unit shall be place
continuously. The completed barriers shall be free from honeycombs, or other
defects, and shall be straight and true to the form specified. The forms shall be
true to line and built of metal. Form shall be water-tight and shall not be removed
until at least twenty-four (24) hours after the concrete is placed.

Barriers shall be cured and finished in accordance with Items 405,

Structural Concrete.

Cylinder specimens shall be made and tested in accordance with Item 405.
Barriers shall not be moved until the tests indicate that the concrete has attained
a compressive strength of at least 80 percent (80%) of the design 28-day
compressive strength and they shall not be transported or driven until the design
28-day compressive strength has been attained.

All concrete barriers delivered on site shall be subject to Engineer’s

inspection. The Contractor shall furnish copies of concrete test results and the
manufacturer's certification to the Engineer.

For barrier installation to make it a rigid system for road safety, the
Contractor shall conform to the methodology shown on the plan, or as directed by
the Engineer.

625.3.2 Delineators

Delineators shall be placed on road safety concrete barriers at interval as

directed by the Engineer.

Delineator reflector color shall correspond with pavement marking. It shall

be sheeted on one side, facing oncoming traffic, unless otherwise specified.

Delineators mounted on road safety concrete barrier shall be anchored

with galvanized mechanical fasteners that prevent movement in accordance with
the manufacturer’s recommendations.

Any damaged or missing delineators shall be replaced by the contractor at

the contractor's expense.

625.4 Method of Measurement

This Item shall be paid for at the number of installed barriers and delineators as
acceptably completed and approved by the Engineer.

625.5 Basis of Payment

The accepted quantities, determined as provided in Section 625.4, Method of

Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit

Part H - MISCELLANEOUS STRUCTURES Page 8 of 9

 prices, which shall constitute full compensation for fabrication and installing all materials
and for all labor, equipment, tools and incidentals necessary to complete the item.

Payment will be made under:

Pay Item Number Description Unit of Measurement

Delineators, 100mm x 100mm

625 (1) b1 Each
Aluminum Panel Type Retroflective
Sheeting (For Concrete Barrier)

Road Safety Barrier System,

625 (4) b Each
Rigid, Concrete Safety Shape
(Jersey Type)

----------End of MISCELLANEOUS STRUCTURES Standard Specifications----------

Part H - MISCELLANEOUS STRUCTURES Page 9 of 9

ITEM 624 – ROADWAY LIGHTING

The materials and equipment to be supplied, and the works for the installation of the
additional Roadway Lighting at Southern Tagalog Arterial Road (STAR) following the Road
Widening project shall be in accordance to the Revised DPWH Specifications for Item 624 for
Roadway Lighting (D.O. No. 26, Series of 2023), Department of Energy Guidelines for
Roadway Lighting, and the latest provisions of Philippine Electrical Code. Relevant
requirements were extracted and itemized below.

624.1 Description

This Item shall consist of furnishing of materials, equipment, and labor for the
installation of roadway lighting which includes the luminaire, pole, reinforced concrete
footing/foundation and service entrance column, power supply, and other necessary
components, as shown on the Plans and as directed by the Engineer.

624.2 Material Requirements

All materials shall be brand new and shall be of the approved type. It shall
conform with the requirements of the Philippine Electrical Code (PEC) and the
products locally manufactured shall bear a Philippine Standard (PS) mark, while
imported products shall bear Import Commodity Clearance (ICC) certification marks
duly issued by the Bureau of Philippine Standards (BPS).

624.2.1 LED Roadway Lighting

The light emitted by the luminaire shall have a color temperature in the
range of 2000K – 2500K (warm white) where STAR Tollway is a primary road
and warm white shall be used.

624.2.1.1 Light Emitting Diode (LED) Luminaire

Light Emitting Diode (LED) luminaire shall conform to the

applicable requirements for LED Road Luminaires of the Roadway
Lighting Guidelines of the Department of Energy, 2017 edition.

Table 1 – Technical Specifications for LED Luminaire

(Based on DOE Roadway Lighting Guidelines, Table 9.1)

Item Specification Requirements

1.0 Physical Characteristics

High pressure die-cast aluminum with heat
1.1 Housing management system in light gray color,
powder coated and rust resistant
Length not more than 1200 mm
1.2 Dimension Height not more than 200 mm
Width not more than 400 mm
1.3 Weight Maximum of 16 kilograms
1.4 Ingress Protection (IP) Shall be rated a minimum of IP66
Minimum Vibration
1.5 Conforms to ANSI C136.31 for 2G Vibration
Resistance

ELECTRICAL WORKS Page 1 of 14

 Mechanical Impact Minimum of IK06 or equivalent to 1 joule
1.6
Protection (IK) (drop of 500g object from 20 cm height)
LED, drivers, and surge protection device
1.7 Modularity should by modularly replaceable, without
need to dismantle.
Luminaire shall mount on standard 2.375”
O.D. horizontal tenon with no more than
Mounting Arm
1.9 four 9/16-inches hex bolts and two-piece
Connection
clamp with vertical tilt adjustment range of
+/- 5%.
Shall provide option for house side light
1.11 House Shield
control
Shall provide option for house side light
1.12 Optics
control
1.13 Cover Tempered glass cover
All screws shall be stainless steel. Captive
Miscellaneous screws or use of latches are needed on any
1.14
Hardware components that require maintenance after
installation.
Each luminaire must have a Bar Code
identifying its Catalog number, wattage and
1.15 Bar Code (Marking) current settings. The bar code shall be
attached inside of housing door and must
be easily visible once door is opened.
2.0 Electrical Characteristics
Complies with the latest edition of AS/NZS
Applicable Electrical
2.1 3000:2007 – Electrical Installations – known
Code
as the Australia/New Zealand Wiring Rules.
230 volts AC, 60 Hz with fluctuation
2.2 Operating Voltage
tolerance of ±10%
Maximum amperage at LED must not
2.3 Operating Current exceed driver current to meet Lumen
Depreciation value described above
Not smaller than 2.0mm² THHN stranded
2.4 Wire Type copper wire (supply connecting points)
using terminal blocks for connections
Wire Electrical
2.5 Complies with NEC Class 1
Insulation
2.6 Grounding Grounding in accordance in NEC 2
Minimum 50% savings compared with
2.7 Energy Efficiency
existing or installed lamps
System Power
2.8 Not more +/- 10W
Tolerance
High Capability Surge
Protection (separate
2.9 Minimum of 6kV level
device installed in the
luminaire)
Total Harmonic
2.10 ≤15%
Distortion
Should have a minimum power factor of
2.11 Power Factor
0.90
Operating Operating ambient temperature between
2.12
Temperature 10°C and 50°C
Design to operate maintenance free for
50,000 hours.
3.0 Luminaire Driver
Driver output must be within the operating
limits.

ELECTRICAL WORKS Page 2 of 14

 The power draw of the luminaire (including
Off-State Power
3.1 PE or remote monitoring unit) shall not
Consumption
exceed 2.50 watts when in the off state.
Luminaire shall not consume more than 175
On-State Power
3.2 watts (not including optional
Consumption
monitoring/control device).
Shall consist of heat sink with no fans,
Cooling System (heat pumps, or liquids, and shall be resistant to
3.3
transfer) debris buildup that does not degrade heat
dissipation performance.
3.4 Frequency Input operating frequency of 60 Hz.
Voltage Fluctuation
3.5 +/- 10%
Tolerance
3.6 Electrical Insulation Class I
3.7 Efficiency Shall have an efficiency of at least 85%
The driver should be suitable for nominal
3.8 Input Voltage
230 volts, 60 Hz main supply
Should be designed to operate large array
Luminaire LED
3.9 high power LED’s through current
Performance
controlled output.
Minimum Luminaire
4.0 100 lm/W
Efficacy
Correlated Color
4.1 2000K - 2500K (warm white)
Temperature (CCT)
Minimum Color
4.2 80 +/- 10
Rendering Index (CRI)
Lumen Maintenance of
LED source after
4.3 ≥95.0% or 0.95
6,000 hours of
operation
4.4 Minimum Operating LED Module(s) shall deliver at least 70% of
Life of luminaireL70 at initial lumens when installed for a minimum
50,000 hours of 50,000 hours
5.0 Photometry
Average Road Surface
5.1 ≥ 1.0
Luminance, Cd/m²
Overall Uniformity
5.2 ≥ 0.40
Ratio
Integrated total flux (lux) 30% above level
Minimum Total Lumen required to maintain compliance with
5.3
Output recommended illumination level parameters
indicated in the guidelines
Photometric
Should be in accordance in IESNA Type 3
5.4 Distribution (Light
Lighting Distribution.
Distribution)
IESNA Luminaire
5.5 Cutoff or TM-15: B3 U3 G3
Classification
6.0 Warranty
A warranty must be provided for the full
replacement of the luminaire due to any
failure for six (6) years. The warranty shall
provide for the repair or replacement of
6.1 Period of Warranty defective electrical parts (including light
source and power supplies/ drivers chip,
and other accessory) for a minimum of
eight (8) years from the date of purchase.

ELECTRICAL WORKS Page 3 of 14

 Warranty covers luminaire integrity and
functionality:
Luminaire housing, wiring and connections;
LED light source(s)-negligible light output
from more than 10% of the LED sources
constitutes luminaire failure; LED driver(s)
Lamp Lumen
Depreciation (LLD) not
to exceed annualized
depreciation of 3.1%
Randomized selection of luminaires to be
after 20,000 hours of
tested at periodic intervals by independent
6.2 operation,
third-party laboratory, testing protocol to be
measurement period
determined by the Purchaser.
to begin after 1,000-
hour burn-in period,
net of Luminaire Dirt
Depreciation (LDD).
Replaceable/upgradable LED module on
6.3 Maintenance
the pole
Laboratory facility must be accredited
according to ISO/IEC 17025 and qualified
for pertinent testing of LED products
particularly LED for roadway lighting by a
6.4 3rd Party Test Report
recognized national or regional
accreditation body (ILAC/APLAC).
Certification or Accreditation document
must be provided to the Purchaser.

Applicable Standards:

The luminaires shall be in accordance with the applicable requirements

of standard specifications listed as follows:

(a) ASTM A123: Specification for Black and Hot- Dipped Zinc Coated
(galvanized) Longitudinally Welded Steel Pipes

(b) IEC EN 60598-1: Luminaires - General requirements and tests

(c) IEC EN 60598-2-3: Particular requirements - Luminaires for Road &

Street Lighting

(d) IEC EN 62031: LED modules for general lighting – Safety

specifications

(e) EN 55015: Limits & methods of measurement of radio disturbance

characteristics of electrical lighting and similar equipment

(f) EN 61547: Equipment for general lighting purposes – EMC immunity

requirements

(g) EN 61000-3-2: Limits for Harmonic emissions (<16A per phase)

(h) EN 61000-3-3: Limitation of voltage fluctuation and flicker in Low-

voltage supply systems for equipment with rated current 16A

ELECTRICAL WORKS Page 4 of 14

 (i) EN 61347-1: General and Safety requirements for the driver

(j) EN 61347-2-13: Particular requirements for DC or AC supplied

electronic driver for LED modules

(k) (k) EN 62471: Photo biological safety of Lamps and lamp system

(l) LM-79-08: Approved Method: Electrical and Photometric Testing of

Solid-State Lighting Devices Describes the procedures for
performing standardized measurements of the power, light output,
and color characteristics of SSL products.

(m) LM-80-08: Approved Method: Measuring Lumen Depreciation of

LED Light Sources Specifies conditions for long-term testing of LED
packages, arrays, and modules

(n) IEC 62384: DC or AC supplied electronic control gear for LED

modules - Performance requirements

(o) BS5489-1:2013: Code of practice for the design of road lighting

(p) PNS 26:1992: Specification for Steel - Black and hot-dipped zinc
coated (galvanized) longitudinally welded steel pipes

624.2.2 Roadway Lighting Pole

The pole shall be constructed of hot dip galvanized GI pipe of 3 mm

minimum thickness, a minimum lower and upper diameter of 200 mm and
75mm diameter, luminaire mounting height of 12 meters for the double arm
post, and a pole surface of matte or dull finished grade in able to prevent glare.
The pole should have the provision to hold the weatherproof lamp housing
individually per case. Structurally, these poles shall be able to accommodate
additional loads, allowing lighting equipment and luminaires to be installed on
them.

Each Pole shall have an inspection door or hand hole and shall have a
suitable gasketed screw cover. After the pole has been erected, sealed and
fixed in the foundation block, a coat of finishing aluminum paint shall be
applied. Pole shall be provided with galvanized steel anchor bolts threaded top
end and with a hooked bent at an angle end at the bottom. Size of the anchor
bolts shall be as indicated on the Plans.

Pole shaft shall comply with ASTM A53M, Standard Specification for
Pipe, Steel, Black and Hot Dipped, Zinc Coated, Welded and Seamless.

Anchor bases shall be provided with hot-dipped galvanized steel anchor

bolts, with three (3) nuts and two (2) washers (i.e., a nut with washer at the
bottom of the pole base to act as levelling nut; and a washer and two (2) nuts
as fixing and locking nuts), threaded at the top end, and bended 90 degrees at
the bottom end. Galvanized nuts, washer, and ornamental covers shall also be
provided for anchor bolts. Galvanizing shall be in accordance with the

ELECTRICAL WORKS Page 5 of 14

requirements of ASTM A153M, Standard Specification for Zinc Coating (Hot-
Dip) on Iron and Steel Hardware or AASHTO M 111M, Standard Specification
for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products, or ASTM
A123/A123M, Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and
Steel Products.

624.2.3 Horizontal Arm (Mounting Bracket)

The horizontal double arm used to support the two (2) luminaires shall
have a length that is coordinated with the proper photometric distribution.

The two (2) horizontal brackets shall be fabricated using galvanized iron
(GI) pipe and to be fully hot-dipped galvanized after fabrication that are
manufactured in accordance with PNS 26:1992, Steel - Black and hot-dipped
zinc coated (galvanized) longitudinally welded steel pipes or ASTM A123-
Black and Hot- Dipped Zinc Coated (galvanized) Longitudinally Welded Steel
Pipes (for ordinary use) - Specification.

It shall be provided with mounting plate and stiffener to supplement its

load bearing capacity.

It shall be designed in accordance with the strength requirements of the

latest edition of PEC 2 and NSCP.

624.2.4 Electric Cables/Wiring

Electrical cables/wiring between each luminaire, shall be twin core PVC

insulated water and UV resistant copper cable of 1.5 mm minimum size.

All internal/external wiring shall conform with the latest edition of PEC
1 & 2.

THHN and THWN-2 copper wires shall be insulated with Polyvinyl

Chloride (PVC) and Nylon Jacketed, both shall have a circuit voltage range of
up to 600 volts. THHN shall be listed for use at 90°C maximum copper
conductor temperature in dry condition and 75°C in wet location. While, THWN-
2 shall have a temperature rating not exceeding 75°C in wet and dry locations.

Electrical wirings and cable shall conform to the requirements of:

UL 83 – Standard for Thermoplastic Insulated Wires and Cable

UL 1582 – Standard for Electrical Wires, Cables, and Flexible Cords

UL 2556 – Standard for Wires and Cable Test Method

624.2.5 Conduit

Intermediate Metallic Conduit shall be zinc coated or galvanized steel

conforming to UL 1242, Electrical Intermediate Metal Conduit – Steel.

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 Rigid Polyvinyl Chloride (PVC) Conduit shall be Schedule 40
conforming to the requirements of UL 651A.

Conduit Pipe to be installed crossing the north bound roadway of

STAR for the circuits home run of the new roadway lighting shall be continuous
length made of High-Density Polyethylene (HDPE) and laid thru the Horizontal
Directional Drilling Method in order not to destruct the existing PCCP roadway.
The material shall be resistant to moisture and corrosive agents and shall be of
sufficient strength to withstand abuse, such as by impact and crushing, in
handling and during installation.

It shall conform to the requirements of ASTM F2619, Standard

Specifications for High-Density Polyethylene (PE) Line Pipe.

Conduit shall be homogeneous throughout and free from visible

cracks, holes, foreign inclusions, or other defects that could cause damage or
compromise the physical strength of the conduit. It shall be as uniform as
practicable in color, opacity, density, and other physical properties.

624.2.6 Conduit Bodies, Boxes and Fittings

All conduit bodies, boxes and fittings shall be made watertight, dust
tight, and galvanized steel conforming to UL 514B, Conduit, Tubing, and Cable
Fittings.

The terminal box on the module shall be designed for long-term

outdoor operation in harsh environments with an opening for replacing the
cable if necessary.

624.2.7 Roadway Lighting Pole Concrete Foundation and

Service Entrance Column

Roadway lighting pole foundation and service entrance column &

footing shall be Class A concrete conforming to the requirements of Item 405,
Structural Concrete.

The steel reinforcements shall conform to the requirements of Item 710,

Reinforcing Steel and Wire Rope.

Formworks and falseworks used shall be constructed with sufficient

strength, rigidity, and shape as to leave the finished concrete structures true to
the dimensions shown on the plans and with surface finished as specified.

The foundation shall be designed in accordance with NSCP to

adequately support the luminaire and pole structure as well as resist wind
blows and vibrations inherent in the area where the poles are going to be
located.

ELECTRICAL WORKS Page 7 of 14

624.2.8 Electrical Conductors and Grounding

Entire system shall be grounded and bonded in accordance with the

requirements of the latest edition of Philippines Electrical Code Chapter 2, Use
and Identification of Grounded Conductors.

Grounding wire with thermo-weld connection to the ground rod shall be

made of bare copper stranded, soft drawn wire and shall be installed in one
continuous length without splice or joint. Ground rods shall be made of copper-
clad steel of not less than 20-mm diameter x 3 meter in length driven in full
length into earth. The size of the ground rod and the ground well location shall
be as shown on the Plans and the resistance shall not be more than 5-ohms.

All conductors and grounding size shall not be less than the indicated
sizes as shown on the Plans.

624.2.9 Lighting Control Panelboard

Lighting Control Panelboard shall conform to the schedule of panel

boards as shown on the Plans with respect to supply characteristics, ratings of
main lugs or main circuit breaker, number, ratings, and capacities of branch
circuit breakers.

Panelboard cabinets shall be designed and fabricated for service

entrance column surface mounted. Enclosures shall be fabricated to be
watertight, dust tight, temper proof, dead front suitable for outdoor installation,
and shall conform to the applicable requirements of the National Electrical
Manufacturers Association (NEMA) 250, Enclosures for Electrical Equipment
(1000 V Maximum), Type 3R, lockable with padlocks.

The panelboard shall be painted with two coats of light gray color both
interior and exterior cabinet.

Conduit entry shall be at the bottom. A directory holder shall be provided

inside the panel and ground lug for ground wire connection. Nameplate of
laminated plastic shall be attached by means of stainless-steel rivets or
permanent adhesive showing panelboard number.

624.2.10 Circuit Breakers

All circuit breakers shall be plug in and thermal magnetic type, manually
operated with ratings and capacity as shown on the Plans and shall be in
accordance with UL 489, Molded-Case Circuit Breakers, Molded-Case
Switches and Circuit-Breaker Enclosures.

All circuit breakers shall have inverse-time tripping characteristics on

overload and instantaneous trip on short circuits. It shall have quick make or
break toggle mechanism, trip-free operating handle, and shall be equipped with
arc quenches. Each multi-pole breaker shall be designed to have a common
trip so that an overload or short on one pole will automatically cause all poles
of the breakers to open.

ELECTRICAL WORKS Page 8 of 14

624.2.11 Terminal Connector

Connectors for wiring shall be rated at least 600 volts and shall be of
the following types:

For 5.5 mm² and smaller conductors/cables: Rugged material, such as

phenolic, shall be mounted end-to-end without spacing. The pressure type tin
plate copper connectors shall have non-flammable and self-extinguishing
insulation with temperature rating equal to that of the conductor insulation.

For 8.0 mm² and above conductors/cables: Type of construction shall

be one-piece and material shall be phenolic. Terminal configuration shall be
done by binding screw terminals. Solderless type connector made of compact,
high strength, high copper alloy, split-bolt, free running threads and highly
resistant to corrosion and cracking shall be used. Maximum pressure and
assure/secure connection on all combinations of run and tap conductors shall
be provided.

624.2.12 Main Feeder Distribution System

The main feeder distribution system shall be composed of conduit,

electrical conductors and light control or panelboard conforming to the material
requirements specified herein.

624.2.13 Underground Electrical Works

Underground electrical works shall conform to the material

requirements of Item 633 of DPWH Standard Specifications (Vol. II), Cable
Duct System.

Cables and insulated conductors designed to be installed underground

shall be listed for use in wet condition.

624.2.14 System Protection

All roadway lighting systems shall be protected by an overcurrent

device. The overcurrent device shall be size rated or setting not higher than
the allowable ampacity of the conductor. The circuit breakers shall be of the
thermal magnetic type having inverse-time tripping characteristics on overload
and instantaneous trip on short circuits, shall be equipped with arc quenches,
shall have quick-make and quick-break toggle mechanism, and shall have trip-
free operating handles. Each multi-pole breaker shall have a common trip so
that an overload on one pole will automatically cause all poles of the breakers
to open.

624.2.15 Testing

All tests on the luminaire and its components shall be performed in

accordance with applicable testing procedures and acceptance criteria of PNS
IEC 60598-2-20:2023. Certified test reports for all types of tests conducted
shall be submitted prior to shipment of the luminaires.

ELECTRICAL WORKS Page 9 of 14

 A quality assurance scheme shall be established during the
manufacture of the luminaires to ensure the quality of the product leaving the
factory.

The scheme shall cover the assurance of the quality of incoming

materials, methods of welding, casting, molding, forging, fabrication, assembly
and final testing and inspection of the finished product.

A full type test for luminaire shall be in accordance with IEC 60598-2-3.
For the humidity test, it shall be carried out at a relative humidity around 95%
and at an ambient temperature of 28°C.

LEDs shall have test reports from IESNA LM80-08 and TM-21-11
qualified for relevant LED product testing.

624.3 Construction Requirements

All works shall be executed in the best practice in a workmanlike manner by

qualified and experienced electricians under the immediate supervision of a duly
Registered Electrical Engineer or a Professional Electrical Engineer.

624.3.1 Roadway Lighting Poles

All roadway lighting poles shall be constructed of cold-rolled mild steel

of a sufficient gauge having yield strength of not less than 248.2 MPa and shall
be followed with a prime coat of paint within 24 hours. The prime coat of paint
shall be compatible with the finish coat of paint.

The pole shall be provided with a grounding lug attachment at the

elevation and a cable entry slot sized and located as shown on the plans. The
slot shall be free of burrs and sharp edges.

624.3.2 Luminaire Assembly

The housing of the luminaire shall be made of heat-treated, high

pressure die-cast aluminum or aluminum alloy with <1% copper content and
shall be painted with an electro-coated gray paint finish. Hardware such as
hinges, latches, springs, nuts, screws, washers, pins, etc. shall be made of
materials compatible to the housing material and shall be inherently corrosion
proof or have been protected by finishes approved for corrosion-resistance.
However, those exposed to the elements shall be made of high-grade stainless
steel (SUS304 or better).

It shall be mounted horizontally on a horizontal mast arm and shall be

mechanically clamped to a 48-60 mm nominal diameter metal pipe end of the
mast arm and adjusted to the required position using a clamping plate with at
least two (2) - 9.5 mm minimum diameter hexagonal head clamping bolts if
applicable. The luminaire shall pass the IEC 60598 vibration test. A shoulder or
stop shall be provided to limit the insertion of the pipe end of the horizontal
double-arm during installation.

ELECTRICAL WORKS Page 10 of 14

 The luminaire housing shall bear a nameplate or other type of indelible
marking that shall identify it as to type, rating, manufacturer, date manufactured,
catalog number, etc. The marking shall comply to the requirements of IEC
60598-2-3. A wattage marking in accordance with the latest edition of the PNS
shall be provided on the underside of the housing using black-colored numerals
50.8mm minimum height with yellow gold-colored square background 76.2mm
minimum dimension on the side. The marking shall be visible from an observer
on the ground and shall be designed to endure the life of the luminaire.

The luminaire housing shall have an option to provide for a receptacle

for a three-prong, twist-lock type photoelectric control (NEMA Type) or if not
available, a separate box with the receptacle outside the luminaire is to be
provided.

The luminaire surfaces, joints, and rim shall be smooth and free of burrs
and sharp edges that could cause injury to the workman.

624.3.3 Conduit

All electrical conduits and fittings shall be installed in their correct

positions and locations as shown on the Plans.

All supports, bolts, straps, screws, and so forth, shall be of corrosion-

resistant materials or protected against corrosion by corrosion-resistant
materials. Where practicable, dissimilar metals in contact anywhere in the
system shall be avoided to eliminate the possibility of galvanic action. Aluminum
fittings and enclosures shall be permitted to be used.

High-Density Polyethylene Pipe shall be installed underground thru

Horizontal Directional Drilling (HDD) Method.

Bends of conduit shall be so made that the conduit will not be damaged
and the internal diameter of the conduit will not be effectively reduced. All cut-
ends shall be reamed or otherwise finished to remove rough edges. Where
conduit is threaded in the field, a standard cutting die with a taper of 1 in 16 (¾
in. taper per foot) shall be used.

Conduit shall be supported at intervals not exceeding 3-m. Each length

shall be clearly and durably marked at least every 1500 mm.

624.3.4 Conduit Bodies, Boxes, and Fittings

Conduit boxes for pulling and splicing wires and outlet boxes shall be
provided for installation of wiring devices and. As a rule, junction boxes or pull
boxes in all runs greater than 30-inch. in length, for horizontal runs. For other
lengths, boxes shall be provided as required for splicing or pulling. Pull boxes
shall be installed in inconspicuous but accessible locations. Conduit boxes shall
be installed plumb and securely fastened. They shall be set flush with the
surface of the structure in which they are installed where conduits are run
concealed.

ELECTRICAL WORKS Page 11 of 14

 All conduits shall be fitted with approved standard galvanized bushing
and locknuts where they enter cabinets and conduit boxes. Junction and pull
boxes of code gauge steel shall be provided as indicated on the Plans or as
required to facilitate the pulling of wires and cables.

624.3.5 Roadway Lighting Pole Concrete Foundation and

Service Entrance Column

The shape of roadway lighting pole concrete foundation and service

entrance column shall be as shown on the Plans.

Foundation for roadway lighting pole shall be pre-cast concrete

structure. Guidelines on erection shall be provided prior to installation.

Service entrance column shall be made cast-in-place. Ensure the

tightness of formworks and falseworks prior to pouring.

Excavation and backfill for foundation including disposal of surplus

material shall be provided. Excavated holes for concrete footings shall be neat
or properly formed and free from loose materials when the concrete is placed.

When placed, the concrete shall be well consolidated to completely fill

and devoid. Concrete shall be moist wired and for not less than 4 days. A
sufficient number of cylinders shall be cast from the concrete for each day of
concrete pouring to permit compression tests at 7, 14, and 28 days, and to allow
for at least 3 cylinders for each test. If the strength requirement is met at 7 or
14 days, the units shall be certified for use 14 days from the date of casting. If
strength is not met at 28 days, all units made from the batch or load will be
rejected.

Anchor bolt circle dimensions shall be furnished and rigid template shall
be used to center the anchor bolts in the foundation with exposed threaded
ends, at least three (3) threads vertically positioned in concrete.

No pouring shall proceed until the acceptance and approval of the

Engineer.

624.3.6 Electrical Conductors and Grounding

All electrical conductors and grounding shall be furnished and installed

by the Contractor with the sizes as indicated on the plans. All connection shall
be mechanically and electrically sound and secured by insulating tape.
Solderless connectors of approved type shall be used for making connections
of power cables.

All grounding system installation shall be executed in accordance with

the Plans. Grounding system shall include ground rods and ground wire taps
as shown in the approved design. The ground wire is connected to the top or
side of the ground rod. The ground rod, ground wire connection is made by a
thermo-weld process. The wire and ground rod are required to be free of
oxidized materials, moisture, and other contaminates prior to inserting the wire

ELECTRICAL WORKS Page 12 of 14

 and the ground rod into the properly sized mold. The welding material is
required to sufficiently cover and secure the conductor to the rod. The
completed connection is required to be nonporous. This connection includes a
quick-disconnect type connector kit so that in the event of a pole knockdown
the connection readily breaks without damage to the buried conductor.

624.3.7 Lighting Control Panelboard

All panelboards shall be installed by the Contractor at the locations

indicated on the drawings. All panels shall be of dead front construction
furnished with trims for surface mounting. Electrical components shall be
completely wired and installed in the enclosure in proper position and ready for
operation. Power cables shall enter the panelboard enclosure through conduits.
All branch circuit conduits shall enter the panelboard from the bottom.

624.3.8 Circuit Breakers

Circuit breakers shall be mounted so that any individual branch

breakers can be removed without disturbing adjacent units or without loosening
or removing supplement insulation.

624.3.9 Underground Electrical Works

Underground wiring shall be installed in threaded PVC Conduit,

Schedule 40. Where cable is used, it shall be enclosed in threaded steel
intermediate metal conduit from the point of lowest buried cable level to the
point of connection to the aboveground raceway.

624.3.10 Test and Guarantee

Upon completion of the electrical construction work, the Contractor shall

provide all test equipment. The Contractor shall then submit copies of all test
results to the Engineer.

After the installation of all cables, the Contractor shall test the insulation
resistance of all feeders and connected equipment with a 600-V megger for
grounds and short circuits. Testing shall include measuring of insulation
resistance. These measurements shall be recorded by feeder and branch
circuit number indicating the resistance values between phases and ground.

All effective and calibrated apparatus, materials and labor required for
conducting tests shall be supplied and made available by the Contractor.

The Contractor shall guarantee that the electrical installation is done

and in accordance with the Plans and Specifications.

624.4 Method of Measurement

The work under this item shall be measured either by pieces, set or lump sum,
actually placed and installed as shown on the Plans.

ELECTRICAL WORKS Page 13 of 14

 The quantity of roadway lighting and electrical works to be paid for shall be the
number of lighting poles of double luminaires to include all conduits, luminaires, all
wirings, panelboard, nuts, washer, fasteners, conduit clamps, bolts, and others
including all necessary materials and accessories needed for moisture and fungus
control, corrosion protections and all other incidentals needed to make the system
operational and accepted to comply with the requirements of the latest edition of the
Philippine Electrical Code, and any other ordinances including payment of necessary
permits from local enforcing authorities.

The concrete footing will be measured and paid for as provided under Item 405,
Structural Concrete. The quantity of structural concrete to be paid for shall be the final
quantity placed and accepted in the completed structure.

Reinforcing steel bars will be measured and paid for as provided under Item
404, Reinforcing Steel. The quantity to be paid for shall be the final quantity placed
and accepted in the completed footing.

624.5 Basis of Payment

All works performed and measured and as provided for in the Bill of Quantities
shall be paid for at the Unit Bid or Contract Unit Price which payment shall constitute
full compensation including labor, materials, tools and incidentals necessary to
complete this Item.

Payment will be made under:

Unit of
Pay Item Number Description
Measurement

624 (2) a3 Double Arm Post with Street Lights, Each

Except 12-m

624 (5) Lighting Control Panel Each

624 (6) Main Distribution Feeder System Lump Sum

624 (9) Underground Electrical Works Lump Sum

624 (10) Roadway Lighting Lump Sum

----------End of ROADWAY LIGHTING Standard Specifications----------

ELECTRICAL WORKS Page 14 of 14

 PART I – MATERIAL DETAILS

ITEM 700 – HYDRAULIC CEMENT

700.1 Portland and Masonry Cement

Cement shall conform to the requirements of the following cited Specifications

for the type specified or permitted.

Type Specifications

Portland Cement AASHTO M 85 (ASTM C 150)

Blended Hydraulic Cements AASHTO M 240 (ASTM C 595)
Masonry Cement AASHTO M 150-74 (ASTM C 91)

When Types IV and V (AASHTO M 85), P and PA (AASHTO M 150) cements are
used, proper recognition shall be given to the effects of slower strength gain on concrete
proportioning and construction practices. Types S and SA cements will be permitted only
when blended with Portland Cement in proportions approved by the Engineer.

Unless otherwise permitted by the Engineer, the product of only one mill of any
one brand and type of Portland Cement shall be used on the project.

The Contractor shall provide suitable means of storing and protecting the cement
against dampness. Cement which, for any reason, has become partially set or which
contains lumps of caked cement will be rejected. Cement salvaged from discarded or
used bags shall not be used.

ITEM 701 – CONSTRUCTION LIME (HYDRATED)

701.1 General

Hydrated lime shall conform to the requirements of PHILSA 1-1-68 or ASTM C

207-76 and shall be of the following type:

Type N - Normal hydrated lime for masonry purposes.

Type S - Special hydrated lime for masonry purposes.
Type NA - Normal air-entraining hydrated lime for masonry purposes.
Type SA - Special air-entraining hydrated lime for masonry purposes.

Type N and S are suitable for use in mortar, in scratch and brown coats of cement
plaster, for stucco and for addition to Portland Cement concrete.

Type NA and SA are air-entrained hydrated limes that are suitable for use in any
of the above uses where air-entrainment are desired.

Type S and SA hydrated lime develop high, early plasticity and higher water
retentivity and by a limitation on their unhydrated oxide content.

Part I – MATERIAL DETAILS Page 1 of 42

 It is the intent of this Specification to use either the Type N or S for soil
stabilization and as filler requirement to bituminous plant mixtures. It is expected to
provide pavements with greater resistance to the detrimental effects of water, especially
flooding during the rainy season.

701.2 Chemical Requirements

Hydrated lime for construction purposes shall conform to the following standard
chemical requirements.

Percentage

Calcium and Magnesium oxides

(Non-volatile basis), min. % 60
Carbon dioxide (as received basis), max. %
If sample is taken at the place of manufacture 5
If sample is taken at any other place 7
Unhydrated oxides (as received basis) for Type S and
SA, max. % 8

701.3 Physical Requirements

Hydrated lime for construction purposes shall conform to the following standard
physical requirements:

a. Percentage Residue

The residue retained on a 0.600 mm (No. 30) sieve shall not be more
than 0.57% and not more than 15% on a 0.075 mm (No. 200) sieve.

b. Plasticity

The putty made from Type S, special hydrate, or type SA, special air
entraining hydrate, shall have plasticity figure of not less than 200 when tested
within 30 minutes after mixing with water.

c. Water Retention

Hydrated lime mortar made with Type N (normal hydrated lime) or

Type NA (normal air-entraining lime), after suction for 60 seconds, shall have
a water retention value of not less than 75 percent and not less than 85% for
Type S and SA, when tested in a standard mortar made form the dry hydrate
or from putty made from the hydrate which has been soaked for a period of
16 to 24 hours.

701.4 Grading Requirement

Hydrated lime for construction purposes shall conform to the following grading
requirements:

Sieve Designation
Mass Percent Passing
Standard (mm) Alternate US Standard
0.850 No. 20 100
0.075 No. 200 85-100

Part I – MATERIAL DETAILS Page 2 of 42

 701.5 Sampling

Samples of construction lime shall be taken at the place of manufacture or at the

destination as agreed upon by the parties concerned. If the samples are taken
elsewhere than at the place of manufacture, such samples shall be taken within 24 hours
of the receipt of the material.

Sampling shall be conducted as expeditiously as possible to avoid undue

exposure of the material to the air. Samples shall not be taken from broken packages.

At least one percent of the package shall be sampled but in no case shall less
than five packages be sampled. Individual packages shall be taken from various parts
of the unit being sampled. Each package so taken shall be opened and not less than 0.5
kg shall be taken by means of a sampling tube that takes a core of the material of not
less than 2.5 cm in diameter and that is of sufficient length to permit the taking of the
sample from the top to the bottom of the mass being sampled. The material removed
shall be thoroughly mixed and quartered. Triplicate samples of not less than 2.5 kg each
shall be taken and sealed in properly labelled, air-tight, moisture proof containers.

701.5.1 Sample for Chemical Analysis

The sample as received at the laboratory shall be thoroughly mixed,

quartered, and a representative sample taken and crushed to pass a 0.150 mm
(No. 100) sieve for analysis. The remaining uncrushed portion shall be resealed
for further possible tests.

701.6 Rejection

Materials failing to meet the specification requirements shall be reported to the

manufacturer within one (1) week after tests have been completed and the cause for
rejection shall be stated.

701.7 Packing

Lime and limestone products may be shipped in bulk or in containers agreed

upon by the manufacturer and the purchaser. The most common units for hydrated lime
are paper bags holding 23 kg (50 lbs.), 11.5 kg (25 lbs.), 4.5 kg (10 lbs.) or 2.3 kg (5
lbs.).

ITEM 703 – AGGREGATES

703.1 Fine Aggregate for Concrete and Incidentals

703.1.1 Concrete

Fine Aggregate for concrete shall conform to the requirements of AASHTO

M 6, with no deleterious substances in excess of the following percentages:

Clay lumps 3.0

Coal and lignite 1.0
Material passing 0.075 mm sieve 4.0
Other substances – as shown in the Special Provisions

Part I – MATERIAL DETAILS Page 3 of 42

 Lightweight aggregate, if required or permitted by the Special Provisions,
shall meet the pertinent requirements of AASHTO M 195.

703.1.2 Granular backfill filter material for underdrains and filler for paved
waterways shall be permeable and shall meet the requirements of AASHTO M 6,
except that soundness tests will not be required and minor variations in grading
and content of deleterious substances may be approved by the Engineer.

703.1.3 Aggregate for minor concrete structures shall be clean, durable, uniformly
graded sand and gravel, crushed slag or crushed stone, 100 percent of which will
pass a 37.5 mm (1-1/2 inches) sieve and containing not more than 5 percent
passing the 0.075 mm (No. 200) sieve.

ITEM 703A – MINERAL FILLER

703A.1 Description

Mineral filler shall consist of finely divided mineral matter such as rock dust, slag
dust, hydrated lime, hydraulic cement, fly ash or other suitable mineral matter. It shall be
free from organic impurities and at the time of use, shall be sufficiently dry to flow freely
and shall be essentially free from agglomerations.

703A.2 General Requirements

703A.2.1 Physical Requirements

Mineral filler shall be graded within the following limits:

Sieve Maximum Maximum Percent Passing

0.600 mm (No. 30) 100
0.300 mm (No. 50) 95 – 100
0.075 mm (No. 200) 70 – 100

The mineral filler shall have a plasticity index not greater than 4.

Plasticity index limits are not appropriate for hydraulic lime and cement.

703A.3 Method of Sampling

703A.3.1 Materials in Bulk

Sampling from bins, piles or cars – A sampling tube that takes a core not
less than 25 mm (1 inch) in diameter may be used to obtain sample portions from
one or more location as required to obtain a field sample of at least 5 kg (10 lb).
Sample portions may be taken from holes dug into the material at 5 or more
locations to provide a field sample of at least 5 kg (10 lb).

Sampling from conveyors – Sample portions shall be taken at regular

intervals during the time of movement of the materials in the unit being sampled
to provide a field sample of at least 5 kg (10 lb).

Part I – MATERIAL DETAILS Page 4 of 42

 703A.3.2 Materials in Packages

From the unit to be sampled, select at least one percent of the packages
at random for sampling, but in no case shall fewer than 5 packages be selected.
Take a sample portion from a hole dug into the top of each package selected for
sampling. A sampling tube may be used that takes a core not less than 25 mm (1
inch) diameter. Insert the tube into the package to substantially sample the entire
length of the package. Combine the sample portions taken to obtain a field sample
of at least 5 kg (10 lb).

703A.4 Shipping Samples

Mineral filler shall be shipped in a clean, moisture-proof container and packaged

securely to prevent the loss of material during handling. Reduce the field sample to a
minimum size of 2.5 kg (5 lb) to submit for testing, using the method of quartering.

703A.5 Method of Samples

The properties enumerated in this Specification shall be determined in

accordance with the following AASHTO Method of Test:

Gradation T 37
Plasticity Index T 90

ITEM 705 – JOINT MATERIALS

705.1 Joint Fillers

Poured filler for joints shall conform to the requirements of AASHTO M 173.

Preformed fillers for joints shall conform to the requirements of AASHTO M 33

(ASTM D 994), AASHTO M 153, AASHTO M 213, AASHTO M 220, as specified, and
shall be punched to admit the dowels where called for on the Plans. The filler for each
joint shall be furnished in a single piece for the depth and width required for the joint
unless otherwise authorized by the Engineer. When the use of more than one piece is
authorized for a joint, the abutting ends shall be fastened securely and held accurately
to shape, by stapling or other positive fastening satisfactory to the Engineer.

705.2 Joint Mortar

Pipe joint mortar shall consist of one part Portland Cement and two parts
approved sand with water as necessary to obtain the required consistency. Portland
Cement and sand shall conform respectively to Section 700.1 and 703.1. If shown in the
Special Provisions, air entrainment conforming to Section 708.2 shall be provided.
Mortar shall be used within 30 minutes after its preparation.

ITEM 708 – CHEMICAL ADMIXTURES FOR CONCRETE

708.1 Description

This Item specifies the classification, sampling, testing, packing and marking of
concrete admixtures. It also specifies the physical requirements for concrete with each
type of chemical admixtures.

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 Admixtures - A material, other than water, aggregates and hydraulic cement
(including blended cement) that is used as an ingredient of concrete and is added
to the batch in controlled amounts immediately before or during mixing to produce
some desired modification to the properties of the concrete.

708.2 Types of Chemical Admixtures for Concrete

The concrete chemical admixture shall be classified as follows and shall conform
to the requirements of AASHTO M 194.

a. Type A – Accelerating Admixtures

An admixture that accelerates the time of setting and early strength

development of concrete.

b. Type B – Retarding Admixtures

An admixture that delays the time of setting of concrete.

c. Type C – Water-reducing Admixtures

An admixture that reduces the quantity of mixing water required to

produce concrete of a given consistency.

d. Type D – Water-reducing High Range, Admixtures

An admixture that decreases the quantity of mixing water required to

produce concrete of a given consistency by 12 percent or greater.

e. Type E – Water-Reducing and Accelerating Admixtures

An admixture that decreases the quantity of mixing water required to

produce concrete of a given consistency and hastens the time of setting and
early strength development of concrete.

f. Type F – Water-Reducing and Retarding Admixtures

An admixture that decreases the quantity of mixing water required to

produce concrete of a given consistency and delays the time of setting of
concrete.

g. Type G – Water-Reducing, High Range, and Retarding Admixtures

An admixture that decreases the quantity of mixing water required to

produce concrete of a given consistency of 12 percent or greater and delays the
time of setting of concrete.

708.3 Air-Entraining Admixtures

Air-entraining admixtures shall conform to the requirements of AASHTO M 154

(ASTM C 260).

Part I – MATERIAL DETAILS Page 6 of 42

708.4 Physical Requirements

The concrete in which each of the types of chemical admixtures are used shall
conform to the physical requirements given in Table 1.

Table 1 – Physical Requirements of Chemical Admixtures for ConcreteA

PHYSICAL Type Type Type Type Type Type Type

PROPERTY A B C D E FB GB
Water Content,
percent of 95 - - 95 95 88 88
control,
maximum
Time of setting, allowable
deviation from control, hour
Initial Minimum - 1.0 later 1.0 earlier 1.0 later 1.0 earlier - 1.0 later
1.0 earlier 1.0 earlier

Maximum nor 1.5 3.5 later 3.5 earlier 3.5 later 3.5 earlier nor 1.5 3.5 later
later later

Final: Minimum - - 1.0 earlier - 1.0 earlier - -

1.0 earlier 1.0 earlier

Maximum nor 1.5 3.5 later - 3.5 later - nor 1.5 3.5 later
later later
Compressive Strength,
percent of control
minimum:C
1 day - - - - - 140 125
3 days 110 90 125 110 125 125 125
7 days 110 90 125 110 125 125 125

28 days 110 90 100 110 110 110 110

6 months 100 90 90 100 100 100 100

1 year 100 90 90 100 100 100 100

Flexural Strength,
percent of control,
minimum:C
3 days 100 90 110 100 110 110 110

7 days 100 90 100 100 100 100 100

28 days 100 90 90 100 100 100 100

Length Change,
maximum
shrinkage
(Alternative 135 135 135 135 135 135 135
requirements)D
Percent of
Control
Increase over 0.010 0.010 0.010 0.010 0.010 0.010 0.010
Control
Relative
durability factor 80 80 80 80 80 80 80
minimum

A The values in the table include allowance for normal variation in test results. The
objects of the 90% compressive strength for Type B admixture is to require a level of
performance comparable to that of the reference concrete.

Part I – MATERIAL DETAILS Page 7 of 42

B It is recommended that whenever practicable, tests may be made using cement,
pozzolan, aggregates, air-entraining admixture, and the mix proportions and batching
sequence when used in non-air-entraining and air-entrained concrete because the
specific effects produced by chemical admixtures may vary with the properties and
proportion of the other ingredients of the concrete. For instance, types “F” and “G”
admixtures may exhibit such higher water reduction in concrete mixtures having
higher cement factors than 307 + -3 kg/m3. Mixtures having a high range water
reduction generally display a higher rate of slump loss. When high range admixtures
are used to impart increased workability (15 cm to 20 cm slump), the effect may be
of limited duration, reverting to the original slump in 30 to 60 min depending on factors
normally affecting rate of slump loss.

C The compressive and flexural strength of the concrete containing the admixture under
test at any test age shall be not less 90% of that attained at any previous test age.
The objective of this limit is to require that the compressive or flexural strength of the
concrete containing the admixture under test shall not decrease with age.

D The percent of control limit applies when length change of control is 0.030% or
greater; increase over control limit applies when length change of control is less than
0.030%.

E This requirement is applicable only when the admixtures is to be used in air entrained
concrete.

When the admixture is to be used in Prestressed concrete, the chloride content

of the admixture shall be stated and whether or not chloride has been added during its
manufacture.

708.5 Sampling

708.5.1 The chemical admixtures for concrete shall be sampled either by grab or
composite sampling. A grab sample is one obtained in a single operation.
A composite sample is one obtained by combining three or more grab
samples.

708.5.2 Liquid Admixtures

708.5.2.1 The grab samples taken for quality tests shall represent a unit
shipment or a single production lot. Each grab sample shall have
a volume of at least 0.5L (1 pint), a minimum of 3 grab samples
shall be taken.

708.5.2.2 Liquid admixtures shall be agitated thoroughly immediately prior

to sampling. Grab samples shall be taken from different locations
and thoroughly mixed to form the composite sample and the
resultant mixture sampled to provide for at least 4 liters for
complete set.

708.5.2.3 Admixtures in bulk storage tanks shall be sampled equally from

the upper, intermediate and lower levels by means of drain cocks
in the sides of the tanks or a weighed sampling bottle fitted with
a stopper that can be removed after the bottle is lowered to the
proper depth.

Part I – MATERIAL DETAILS Page 8 of 42

 708.5.3 Non-liquid Admixtures

708.5.3.1 The grab samples taken shall represent not more than 2 Mg (2
tons) of admixture and shall have a mass of at least 1 kg (2 lb).
A minimum of four grab samples shall be taken.

708.5.3.2 Composite samples shall be prepared by thoroughly mixing the

grab samples selected and the resultant mixture sampled to
provide at least 2.3 kg (5 lb) for complete test.

708.6 Testing

Procedures for Proportioning of Concrete Mixtures, Tests and Properties of

Freshly Mixed Concrete, Preparation of Test Specimens, Test Specimens of Hardened
Concrete and Tests on Hardened Concrete shall be in accordance with AASHTO M 194.

The Concrete containing the admixtures shall be tested in accordance with

ASTM C 39, ASTM C 138, ASTM C 192, ASTM C 617.

708.7 Packing

The liquid admixtures shall be packed in 4, 20 or 200-liter containers made of

steel, plastic or other suitable packing materials. These containers shall be properly
sealed.

The non-liquid admixtures or concrete shall be packed in 25-kilogram containers

made of steel, plastic, or other suitable packing materials. These containers shall be
properly sealed.

708.8 Marking

Each container shall be marked with the following information:

a. Name, form and type of the product;

b. Net mass or volume;
c. Name and address of manufacturer and recognized trademark, if any;
d. Manufacturer’s batch number and date of manufacture
e. Made in the Philippines and,
f. Required handling procedures

ITEM 709 – PAINTS

709.1 Description

This Item covers all paint materials including Vehicles, Pigment, Pastes, Driers,
Thinners and Mixed Paints for steel and wooden structures.

709.2 Material Requirements

709.2.1 General

Paint, except, aluminum paint, shall consist of pigments of the required

fineness and composition ground to the desired consistency in linseed oil in a

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suitable grinding machine, to which shall be added additional oil, thinner and drier
as required.
Aluminum paint shall consist of aluminum bronze powder or paste of the
required fineness and composition to which shall be added the specified amount
of vehicle.

The paint shall be furnished for use in ready mixed, paste or powder form.

All paint shall meet the following general requirements:

a. The paint shall show no excessive settling and shall easily be

redispersed with a paddle to a smooth, homogenous state. The paint
shall show no curdling, livering, caking or color separation and shall be
free from lumps and skins.

b. The paint as received shall brush easily, possess good levelling

properties and shall show no running or sagging when applied to a
smooth vertical surface.

c. The paint shall dry to a smooth uniform finish free from roughness grit,
unevenness and other imperfections.

d. The paint shall not skin within 48 hours in three quarters filled closed
container.

e. The paint shall show no thickening, curdling, gelling or hard caking after
six (6) months storage in full, tightly covered container at a temperature
of 21°C (70°F).

709.2.2 The paint shall conform to the requirements of the indicated

specifications as follows:

Red Lead Ready-Mixed Paint AASHTO M 72 Type I, II, III and IV

Aluminum Paint AASHTO M 69 Type I and II
White & Tinted Ready-Mixed Paint AASHTO M 70
Foliage Green Bridge Paint AASHTO M 67
Black Paint for Bridges and AASHTO M 68
Timber Structures
Basic Lead Silicon Chromate, AASHTO M 229
Ready- Mixed Primer

709.2.3 The constituent parts of the paint shall meet the following specifications:

Red Lead (97% Pb3O4) ASTM D 83

Iron Oxide (85% Fe2O3) ASTM D 84
Aluminum Powder and Paste ASTM D 962
Magnesium Silicate ASTM D 605
Mica Pigment ASTM D 607
Titanium Dioxide ASTM D 476
Chrome Yellow ASTM D 211
Calcium Carbonate ASTM D 1199
Basic Lead-Silicon Chromate ASTM D 1638

Part I – MATERIAL DETAILS Page 10 of 42

 Basic Carbonate White Lead ASTM D 81
Zinc Oxide ASTM D 79
Chrome Oxide Green ASTM D 263
Carbon Black ASTM D 561
Lampblack ASTM D 209
Prussian Blue ASTM D 261
Boiled Linseed Oil ASTM D 260
Raw Linseed Oil ASTM D 234
Pale Heat Bodied Linseed Oil Fed Spec. TT-0-367
Alkyd Resin Fed. Spec. TT-R-266
Mineral Spirit ASTM D 235
Driers ASTM D 600
Turpentine ASTM D 13

709.2.4 Drier

These specifications cover both straight oil drier (material free from resins
and “gums”), and Japan drier (material containing varnish “gums”). The drier shall
be composed of lead manganese, or cobalt, or a mixture of any of these elements,
combined with a suitable fatty oil, with or without resins of “gums” and mineral
spirits of turpentine, or a mixture of these solvents. The drier shall conform to the
following requirements:

a. Appearance – Free from sediment and suspended matter.

b. Flash Point – (Tag close cup) not less than 300C (860F).

c. Elasticity – The drier when flowed on metal and baked for 2 hours at
100°C (212°F) shall have an elastic film.

d. Drying – It shall mix with pure raw linseed oil in the proportion of 1 volume
of drier to 19 volumes of oil without curdling, and the resulting mixture
when flowed on glass shall dry in not more than 18 hours.

e. Color – When mixed with pure, raw linseed oil in the proportion of 1
volume of drier to 8 volumes of oil, the resulting mixture shall be darker
than a solution of 6 g of potassium dichromate in 13 cc of pure sulfuric
acid (sp. gr. 1.84).

709.3 Proportion for Mixing

It is the intent of these Specifications to provide a paint of proper brushing

consistency, which will not run, streak or sag and which will have satisfactory drying
qualities.

709.3.1 Aluminum Paint, Field Coats on Structural Steel

The paint shall be mixed in the proportion of 0.242 kg of aluminum powder

of paste per liter of vehicle of long oil spar varnish (2 lb/gal) producing a paint
containing 21 mass percent pigment and 79 percent vehicle. The weighed amount
of powder or paste shall be placed in a suitable mixing container and the measured
volume of vehicle then poured over it. The paste or powder shall be incorporated
in the paint by vigorous stirring with a paddle. The powder or paste will readily
disperse in the vehicle. Before removing any paint from the container, the paint

Part I – MATERIAL DETAILS Page 11 of 42

 shall be thoroughly stirred to insure a uniform mixture and the paint shall be
suitably stirred during the use. The amount of paint enough for one day’s use only
shall be mixed at one time.

When two field coats of aluminum paint are specified, the first coat shall be
tinted with lampblack paste or Prussian blue paste in the quantity of 0.024 kg/L or
more (1/5 lb./gal) of paints. The exact quantity used shall be sufficient to give a
contrast in color which can be readily distinguished. When three field coats of
aluminum paint are specified the second coat shall be tinted.

709.4 Containers and Markings

All paints shall be shipped in strong, substantial containers plainly marked with
mass, color and volume in liters of the paint content, a true statement of the percentage
composition of the pigment, the proportions of the pigment to vehicle, the name and
address of the manufacturers and the stencil of the authorized inspecting agency. Any
package or container not so marked will not be accepted for use under this Specification.

ITEM 710 – REINFORCING STEEL AND WIRE ROPE

710.1 Reinforcing Steel

Reinforcing steel shall conform to the requirements of the following

Specifications:

Deformed Billet-Steel Bars AASHTO M 31

for Concrete Reinforcement (ASTM A 615 / PNS 49)

Plastic Coated Dowel Bars AASHTO M 252 Type A

Low Alloy Steel Deformed Bars ASTM A 206

for Concrete Reinforcement

Bar reinforcement for concrete structures, except No. 2 bars shall be deformed
in accordance with AASHTO M 42, M 31 and M 53 for Nos. 3 through 11.

Dowel and tie bars shall conform to the requirements of AASHTO M 31 or

AASHTO M 42 except that rail steel shall not be used for tie bars that are to be bent and
restraightened during construction. Tie bars shall be deformed bars. Dowel bars shall
be plain round bars. They shall be free from burring or other deformation restricting
slippage in the concrete. Before delivery to the site of the work, a minimum of one half
(1/2) the length of each dowel bar shall be painted with one coat of approved lead or tar
paint.

The sleeves for dowel bars shall be metal of an approved design to cover 50 mm
(2 inches), plus or minus 6.3 mm of the dowel, with a closed end, and with a suitable
stop to hold the end of the sleeve at least 25 mm (1 inch) from the end of the dowel bar.
Sleeves shall be of such design that they do not collapse during construction.

Plastic coated dowel bar conforming to AASHTO M 254 may be used.

Part I – MATERIAL DETAILS Page 12 of 42

 710.2 Wire Rope or Wire Cable

The wire rope or wire cable shall conform to the requirements of AASHTO M 30
for the specified diameter and strength class.

710.3 Prestressing Reinforcement Steel

Prestressing reinforcing steel shall conform to the requirements of the following

Specifications:

High-tensile wire AASHTO M 204 (ASTM A 421)

High-tensile wire strand or rope AASHTO M 203 (ASTM A 416)
High-tensile alloy bars as follows:

High-tensile-strength alloy bars shall be cold stretched to a minimum of 895.7

MPa (30,000 psi). The resultant physical properties shall be as follows:

Minimum ultimate tensile 1000 MPa followed by

strength stress relieving
Minimum yield strength, 895.7 MPa
measured by the 0.7 percent
extension under load method
shall not be less than
Minimum modulus of elasticity 25,000,000
Minimum elongation in 20-bar 4 percent
diameters after rupture
Diameters tolerance +0.762 mm – 0.254 mm

If shown on the Plans, type 270 k strand shall be used, conforming to AASHTO
M 203.

ITEM 712 – STRUCTURAL METAL

712.1 Structural Steels

712.1.1 General

Steel shall be furnished according to the following Specifications. Unless

otherwise specified, structural carbon rivet steel shall be furnished.

712.1.2 Structural Steel

a. Carbon Steel. Unless otherwise specified, structural carbon steel for

riveted, bolted or welded construction shall conform to Structural Steel,
AASHTO M 183.

b. Eyebars. Steel for eyebars shall be of a weldable grade. This grade

includes structural steel conforming to: Structural Steel, AASHTO M
183; Highway Strength Low Alloy Structural Steel with 344.5 MPa
(50,000 psi) Minimum Yield Point to 100 mm (4 inches) thick, AASHTO

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 M 222 (ASTM A 588 with Supplementary Requirement SI of AASHTO
M 222 mandatory).

712.1.3 High-Strength Low Alloy Structural Steel

It shall conform to: High-Strength Low-Alloy Columbium-Vanadium Steels

of Structural Quality, AASHTO M 223, High-Strength Low Alloy Structural Steel
with 344.5 MPa (50,000 psi) Minimum Yield Point to 100 mm (4 inches) thick,
AASHTO M 222.

712.1.4 High-Strength Low Alloy Structural Steel for Welding

It shall conform to:

a. High-Strength Low Columbium-Vanadium Steels of Structural Quality,

Grade 50, AASHTO M 223 (ASTM A 572 with supplementary
requirements S2 of AASHTO M 223 mandatory).

b. High-Strength Low Alloy Structural Steel with 344.5 MPa (50,000 psi)
Minimum Yield Point to 100 mm (4 inches) thick, AASHTO M 222 (ASTM
A 588 in Supplementary Requirement S1 of AASHTO M 222
mandatory).

712.1.5 High-Strength Structural Steel for Riveted or Bolted Construction

It shall conform to:

a. High-Strength Low Alloy Columbium – Vanadium Steel of Structural

Quality, and AASHTO M 223.

b. High-Strength Low Alloy Structural Steel with 344.5 MPa (50,000 psi)
Minimum Yield Point to 100mm (4 inches) thick, AASHTO M 222.

712.1.6 High-Yield Strength, Quenched and Tempered Alloy Steel Plate

It shall conform to:

a. High-Yield Strength, Quenched and Tempered Alloy Steel Plate,

suitable for welding, ASTM A 514.

b. High-Strength Alloy Steel Plates, Quenched and Tempered for

pressure vessels, ASTM A 517.

c. Quenched and tempered alloy steel structural shapes and seamless

mechanical tubing meeting all the mechanical and chemical
requirements of A 514/A 517 steel, except that the specified maximum
tensile strength may be 964.6 MPa (140,000 psi) for structural shapes
and 999.05 MPa (145,000 psi) for seamless mechanical tubing shall be
considered as A 514/A 517 steel.

712.1.7 Structural Rivet Steel

It shall conform to Steel Structural Rivets AASHTO M 228, Grade I (ASTM

A 502, Grade I).

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712.1.8 High-Strength Structural Rivet Steel

It shall conform to Steel Structural Rivets AASHTO M 228, Grade 2 (ASTM

A 502, Grade 2).

712.1.9 High-Strength Bolts

Bolts, nuts circular washers shall conform to High-Strength Bolts for

Structural Steel Joints, including Suitable Nuts and Plain Hardened Washer,
AASHTO M 164 (ASTM A 325).

High-strength bolts for structural steel joints including suitable nuts and
plain hardened washers shall conform to either AASHTO M 164 (ASTM A 325) or
AASHTO M 253. When M 164 type 3 bolts are specified, they along with suitable
nuts and washers shall have an atmospheric corrosion resistance approximately
two times that of carbon steel with copper.

Bolts and nuts manufactured to AASHTO M 164 (ASTM A 325) are

identified by proper marking as specified on the top of the bolt heads and on one
face of the nuts for three different types.

Bolts manufactured to AASHTO M 253 shall be identified by marking on

the top of the head with the symbol A 490 and the nuts shall be marked on one
face with the legend “2H” or “DH”.

Bolt and nut dimensions shall conform to the dimensions shown in Table
712.1 and to the requirements for Heavy Hexagon Structural Bolts and for Heavy
Semi-Finished Hexagon Nuts given in ANSI Standard B 18.2.1 and B 18.2.2,
respectively.

Circular washers shall be flat and smooth and their nominal dimensions
shall conform to the dimensions given in Table 712.2 except that for lock pin and
collar fasteners, flat washers need not be used, unless slotted or oversized holes
are specified.

Bevelled washers for American Standard Beams and Channels or other

sloping faces shall be required and shall be square or rectangular, shall taper in
thickness, and shall conform to the dimensions given in Table 712.2.

When necessary, washer may be clipped on one side to a point not closer
than 0.875 (7/8) of the bolt diameter from the center of the washer.

Other fasteners or fasteners assemblies which meet the Materials,

Manufacturing, and Chemical Composition requirements of AASHTO M 164
(ASTM A 325) or AASHTO M 253 and which meet the Mechanical Property
requirements of the same specification in full-size tests and which have body
diameter and bearing areas under the head and nut, or other equivalent, not less
than those provided by a bolt and nut of the same nominal dimensions prescribed
in the previous paragraph, may be used. Such alternate fasteners may differ in
other dimensions from those of the specified bolts and nuts. Their installation
procedure may differ from those specified in AASHTO Bridge Specification. Article
2.10.20 (D) and their inspection may differ from that specified in Article 2.10.20
(E). When a different installation procedure or inspection is used, it shall be
detailed in a supplemental specification applying to the alternate fastener and that
specification must be approved by the Engineer.

Part I – MATERIAL DETAILS Page 15 of 42

 Subject to the approval of the Engineer, high strength steel lock-pin and
collar fasteners may be used as an alternate for high strength bolts or rivets as
shown on the Plans. The shank and head of the high strength steel lock-pin and
collar fasteners shall meet the requirements of the preceding paragraph. Each
fastener shall provide a solid shank body of sufficient diameter to provide tensile
and shear strength equivalent to or greater than the bolt or rivet specified, shall
have a cold forged head on one end, of type and dimensions as approved by the
Engineer, a shank length suitable for material thickness fastened, locking grooved,
break neck groove and pull grooves (all annular grooves) on the opposite end.
Each fastener shall provide a steel locking collar of proper size for shank diameter
used which by means of suitable installation tools, is cold swaged into the locking
grooves forming a head for the grooved end of the fastener after the pull groove
section has been removed. The steel locking collar shall be a standard product of
an established manufacturer of lock-pin and collar fasteners, as approved by the
Engineer.

712.1.10 Copper Bearing Steel

When copper bearing steel is specified, the steel shall contain not less than
0.2 percent of copper.

712.2 Forgings

Steel forgings shall conform to the specifications for Steel Forgings, Carbon and
Alloy, for General Industrial Use, AASHTO M 102, (ASTM A 668, Classes C, D, F & G).

712.3 Pins and Rollers

Pins and rollers more than 228.6 mm (9 inches) in diameter shall be annealed
carbon-steel forgings conforming to AASHTO M 102, Class C1.

Pins and rollers 228.6 mm (9 inches) or less in diameter shall be either annealed
carbon-steel forgings conforming to AASHTO M 102 (ASTM A 668), Class C1 or cold
finished carbon-steel shafting conforming to AASHTO M 169, grade 1016 to 1030
(ASTM A 108) inclusive, with a minimum Rockwell Scale B Hardness of 85. Material not
meeting the specifications for hardness maybe accepted provided it develops a tensile
strength of 482.3 MPa (70,000 psi) and a yield point of 248.04 MPa (36,000 psi).

Threads for pins shall conform to the ANSI B1.1 Coarse Thread Series, Class
2A. Pin ends having a diameter of 35mm (1 3/8 inches) or more shall be threaded six
threads to the inch.

Table 712.1 Nominal Bolt and Nut Dimensions

Heavy Semi-Finished
Nominal Heavy Hexagon Structural Bolts (mm)
Hexagonal Nuts (mm)
Bolt Size
Width of
Diameter Height of Thread Width Across
Head Height
(mm) Head Length Flats
Across Flats
12 21 7 25 21 12
15 26 9 31 26 15
18 31 11 34 31 18
21 35 13 37 35 21
25 40 15 43 40 24

Part I – MATERIAL DETAILS Page 16 of 42

 28 45 17 50 45 27
31 50 19 50 50 30
34 54 21 56 54 33
37 59 23 56 59 36

Table 712.2 – Nominal Washer Dimensionsa

Square or Rectangular Bevelled

Circular Washer (mm) Washers for American Standard
Beams and Channels (mm)
Nominal Nominal Thickness Minimum Slope or
Bolt Size Mean
Outside Diameter Side Taper in
Diameter Minimum Maximum Thickness
Diameterb of Hole Dimension Thickness
12 26 13 2 4 43 7 40
15 32 16 3 4 43 7 40
19 36 20 3 4 43 7 40
22 43 23 3 4 43 7 40
25 50 26 3 4 43 7 40
28 56 31 3 4 43 7 40
31 62 34 3 4 43 7 40
34 68 37 3 4 43 7 40
37 75 40 3 4 43 7 40
43 84 46 c4 c7 - - -
50 93 53 4 7 - - -
Over
50 to 100
2D-12 D+3 d6 d8 - - -

a
Dimensions in mm
b
May be exceeded by 6mm
c
4mm nominal
d
6mm nominal

712.4 Castings

Castings shall conform to the requirements of the following Specifications:

Steel castings for Highway Bridges-AASHTO M 192, Class 70 shall be furnished

unless otherwise specified.

Chromium Alloy Steel Castings-AASHTO M 163 (ASTM A 296), Grade CA-15

shall be furnished unless otherwise specified.

Gray Iron Castings – AASHTO M 105 Class No. 30 shall be furnished unless
otherwise specified. Iron castings shall be true to pattern in form and dimensions, free
from pouring faults, sponginess, cracks, blow holes, and other defects in position
affecting their strength and value for the service intended. Casting shall be boldly filleted
at angles and the arises shall be sharp and perfect. All castings must be sandblasted or
otherwise effectively cleaned of seals and sand so as to present a smooth, clean and
uniform surface.

Malleable Castings – ASTM A 47. Grade No. 35018 shall be furnished unless
otherwise specified. The requirements for workmanship, finishing, and cleaning shall be
the same as above for gray iron castings.

Part I – MATERIAL DETAILS Page 17 of 42

712.5 Steel Pipe

It shall conform to the requirements of ASTM A 53, ASTM A 120. AASHTO M 222
and ASTM A 618, as shown on the Plans or in the Special Provisions.

Standard weight pipe shall be furnished unless otherwise shown on the Plans or
in the Special Provisions.

712.6 Galvanized Metal

When galvanized structural steel shapes, plates, bars and their products are
specified, they shall be galvanized in accordance with the requirements of AASHTO M
111.

712.7 Welded Stud Shear Connectors

Shear connector studs shall conform to the requirements of AASHTO M 169

(ASTM A 108) for cold finished carbon steel bars and shafting, cold drawn bar, Grades
1015, 1018 or 1020, either semi-skilled or fully-skilled. If flux retaining caps are used,
the steel for the caps shall be of a low carbon grade suitable for welding and shall comply
with ASTM A 109 for cold rolled carbon steel strip.

Tensile properties as determined by tests of bar stock after drawing or of finished

studs shall conform to the following requirements:

Tensile strength (minimum) 413.4 MPa (60,000 psi)

Yield strength* (minimum) 344.5 MPs (50,000 psi)
Elongation (minimum) 20 percent in 50 mm (2 in) 50 percent
Reduction in area (minimum) 50 percent
* As determined by 0.2 percent offset method

Tensile properties shall be determined in accordance with applicable sections of

ASTM A 370 for mechanical testing of steel products. Tensile tests of finished studs shall
be made on studs welded to test plates using a test fixture with dimensions similar to
those shown in Table 712.3.

In fracture occurs outside the middle half of the gage length, the test shall be
repeated.

Finished studs shall be of uniform quality and conditions, free from injurious laps,
fins, seams, cracks, twists, bends or other injurious defects. Finish shall be produced by
cold drawing, cold rolling or machining.

The studs shall conform to the dimensions given in Table 712.3.

The Contractor shall furnish the manufacturer’s certification that the studs as
delivered are in accordance with the material requirements of this Item. Certified copies
of in-plant quality control test reports shall be furnished to the Engineer upon request.

Part I – MATERIAL DETAILS Page 18 of 42

 Table 712.3 Welded Stud Shear Connector
Standard Dimensions and Tolerances (mm)

Shank Head
Diameter (c) Length* (L) Diameter (H) Thickness (T)
19.05 + 0.00 101.6 + 1.575
31.75 ± 0.40 9.53 min
- 0.381 - 3.175
22.23 + 0.00 101.6 + 1.575
34.93 ± 0.40 9.53 min
- 0.381 - 3.175

* Length includes thickness of head. Standard length is 101.6 mm (4 inches) but other
lengths may be obtained by special order.

ITEM 714 – WATER

714.1 Description

This Item covers criteria for acceptance of Questionable Water either natural or
wash water for use in concrete.

714.2 Requirements

The mixing water shall be clear and apparently clean. If it contains quantities or
substances that discolor it or make it smell or taste unusual or objectionable, or cause
suspicion, it shall not be used unless service records of concrete made with it (or other
information) indicated that it is not injurious to the quality, shall be subject to the
acceptance criteria as shown in Table 714.1 and Table 714.2 or as designated by the
purchaser.

When wash water is permitted, the producer will provide satisfactory proof or
data of non-detrimental effects if potentially reactive aggregates are to be used. Use of
wash water will be discontinued if undesirable reactions with admixtures or aggregates
occur.

Table 714.1 - Acceptance Criteria for Questionable Water Supplies

Physical Properties Limits
Compressive strength, min %
Control at 7 days 90
Time of Setting deviation from control from 1:00 earlier to 1:30 later
Time of Setting (Gilmore Test)
Initial No marked change
Final Set No marked change
Appearance Clear
Color Colorless
Odor Odorless
Total Solids 500 parts/million max.
PH value 4.5 to 8.5

Part I – MATERIAL DETAILS Page 19 of 42

 Table 714.2 – Chemical Limitation for Wash Water
Chemical Properties Limits
Chemical Requirements, Min.
Concentration
Chloride as C1(-1) expressed as a
mass percent of cement when
added to the C1(-1) in the other
components of the concrete
mixtures shall not exceed the
following levels:

1. Prestressed Concrete 0.06 percent

2. Conventionally reinforced concrete 0.10 percent
in moist environment and exposed
to chloride
3. Conventionally reinforced concrete 0.15 percent
in moist environment but not
exposed to chloride
4. Above the ground building construction No limit corrosion
where the concrete will stay dry

Sulfate as SO4, ppmA 3000

Alkalies as (Na2O + 0.658 K2O), ppm 600
Total Solids, ppm 50000

A
Wash water reused as mixing water in concrete may exceed the listed
concentrations of sulfate if it can be shown that the concentration
calculated in the total mixing water, including mixing water on the
aggregate and other sources, does not exceed that stated limits.

Water will be tested in accordance with, and shall meet the suggested
requirements of AASHTO T 26.

Water known to be of potable quality may be used without test.

ITEM 715 – GEOTEXTILES

715.1 Description

This Item covers geotextile fabrics for use in subsurface drainage, hydraulic filter,
erosion control, sediment control, pavement structures as a waterproofing and stress
relieving membrane, and as a permeable separator to prevent mixing of dissimilar
materials such as foundations and select fill materials.

715.2 Physical and Chemical Requirements

Fibers used in the manufacture of geotextiles, and the threads used in joining
geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at
least 85 percent by mass polyolefins, polyesters, or polyamids. They shall be formed
into a network such that the filaments or yarns retain dimensional stability relative to

Part I – MATERIAL DETAILS Page 20 of 42

each other, including selvedges. These materials shall conform to the physical
requirements of Table 1 for the indicated application. Guidelines for the survivability
levels referred to under “Separation” in Table 1 are included in Table 2.

715.3 Sampling and Testing

The product shall be subject to sampling and testing. Sampling shall be done in
accordance with ASTM D 4354 and testing procedures shall be in accordance with the
methods given in Table 1.

715.4 Certification

715.4.1 Manufacturer’s Certificate

The manufacturer shall file with the purchaser a certificate stating the name
of the manufacturer, the chemical composition of the filaments or yarns, and other
pertinent information so as to fully describe the geotextile. The manufacturer shall
include in the certificate a guarantee stating that the geotextile that is furnished
meets the requirements of the specification. The certificate shall be attested to by
a person having legal authority to bind the company. Either mismarking or
misrepresentation by the manufacturer shall be reason to discontinue acceptance
under these specifications. Notice sent to the manufacturer by the purchaser
regarding the discontinuance of acceptance will be considered to be notice to all
wholesalers, jobbers, distributors, agents and other intermediaries handling the
manufacturer’s product.

715.5 Quality Control

The geotextile manufacturer is responsible for establishing and maintaining a

quality control program so as to assure compliance with the requirements of this
specification.

715.6 Shipment and Storage

715.6.1 During periods of shipment and storage, the fabric shall be protected
from direct sunlight, ultra-violet rays, temperatures greater than 60°C
(140°F), mud, dust, and debris. To the extent possible, the fabric shall
be maintained wrapped in a heavy-duty protective covering. Each
shipping document shall include a notation certifying that the geotextile
is in accordance with the manufacturer’s certificate and guarantee
previously filed with the purchaser.

715.6.2 Product Marking

Label the fabric and its container with the manufacturer’s name fabric type
or trade name, lot number and quantity.

715.7 Installation

715.7.1 Separation Geotextile

The geotextile shall be unrolled as smoothly as possible on the prepared

subgrade in the direction of construction traffic. Adjacent geotextile rolls shall be
overlapped in the direction of subbase placement using the guidelines in Table 3.
Sewing is recommended where subgrade soils have a CBR value less than 1. The

Part I – MATERIAL DETAILS Page 21 of 42

geotextile maybe held in place prior to subbase placement by pins, staples, or
piles of fill or rock. On curves, the geotextile maybe folded or cut to conform to the
curve. The fold or overlap shall be in the direction of construction and held in place
as prescribed above.

715.7.2 Drainage Geotextile

In trenches, after placing the backfill material, the geotextile shall be folded
over the top of the filter material to produce a minimum overlap of 12 inches for
trenches greater than 12 inches wide. In trenches less than 12 inches in width, the
overlap shall be equal to the width of the trench. The geotextile shall then be
covered with the subsequent course. Successive sheets of geotextile shall be
overlapped a minimum of 12 inches in the direction of flow.

715.7.3 Erosion Control Geotextile

The geotextile shall be placed and anchored on a smooth graded surface

approved by the Engineer. The geotextile shall be placed in such a manner that
placement of the overlying materials will not excessively stretch or tear the fabric.
Anchoring of the terminal ends of the geotextile shall be accomplished through the
use of key trenches or aprons at the crest and toe of slope. In certain applications
to expedite construction, 18 inches long anchoring pins placed on 2 to 6 feet
centers depending on the slope of the covered area have been used successfully.

715.7.4 Paving Fabric

The fabric shall be placed into the asphalt sealant with minimum wrinkling
prior to the time the asphalt has cooled and lost tackiness. As directed by the
Engineer, wrinklers or folds in excess of 1 inch shall be slit and laid flat. Brooming
and/or pneumatic rolling will be required to maximize fabric contact with the
pavement surface. Overlap of fabric joints shall be sufficient to ensure full closure
of the joint, but should not exceed 6 inches. Transverse joints shall be lapped in
the direction of paving to prevent edge pickup by the paver. A second application
of asphalt sealant to fabric overlaps will be required if in the judgment of the
Engineer additional asphalt sealant is needed to ensure proper bonding of the
double fabric layer.

715.7.5 Geotextile Silt Fence

Fence construction shall be adequate to handle stress from sediment

loading. Geotextile at the bottom of the fence shall be buried a minimum of 6
inches in a trench so that no flow can pass under the barrier. The trench shall be
backfilled and the soil compacted over the geotextile. Fence height shall be as
specified by the Engineer but in no case shall exceed 36 inches above ground
surface. The geotextile shall be spliced together only at a support post with a
minimum 6 inches overlap.

715.7.6 Hydraulic Filter

The geotextile shall be laid lengthwise down slopes and appropriately

anchored along the top edge. Installation horizontally along slopes will not be
accepted. Overlaps shall be sufficient to prevent parting of laps during the initial
construction or fill stage. On soft soil subgrades the overlap shall not be less than
400 mm. Alternatively the geotextile shall be sawn using a double-stitch portable
sewing machine and appropriate thread.

Part I – MATERIAL DETAILS Page 22 of 42

 715.8 Method of Measurement

715.8.1 The geotextile shall be measured by the number of square meters from
the pavement lines shown on the plans, or from the pavement lines
established in writing by the Engineer.

715.8.2 Temporary silt fence will be measured in linear meter.

715.8.3 Removed sediment will be measured by the cubic meter.

715.8.4 Excavation, backfill, bedding, and cover material are separate pay
items.

Table 1 – Physical Requirements1, 1A

APPLICATION
Surface
Sediment Control Erosion Control2 Hydraulic Filter Separation
Drainage2
Property Unit Test Method Paving2,11 High Medium
Class Class Wire Fence Self- Class Class Unpro-
Protected Survivability Survivability
A3 B4 Supported Supported A9 B10 tected
Level Level
Grab Tensile ASTM D 4632 - -
N 800 355 4002 4002 890 1400 355 1200/80 800/510
Length ASTM D 1682 785 353
ASTM D 4632 50% Max. - - 50% @ <50 % >50 <50 % >50
Elongation Percent - - - 15 15
ASTM D 1682 @ 200N - - Break percent12 percent12
Seam -
N ASTM D 4632 710 310 - 800 355 - - - 1067/710 710/465
Strength5
Puncture ASTM D 4833 -
N 355 110 - 355 175 353 108 - 445/335 310/175
Length ASTM D 751-79
Burst ASTM D 3786 -
KPa 2000 900 - 2220 965 2000 900 - - -
Strength ASTM D 751-79
Trapezoidal ASTM D 4533 -
N 220 110 - 220 130 216 108 - 445/335 310/175
Tear ASTM D 1117
K K - K K
K Fabric K Fabric
Permeability6 Fabric Fabric Fabric Fabric
cm/sec ASTM D 4491 - - - - > >
(K) > > > >
K Soil K Soil
K Soil K Soil K Soil K Soil
Apparent Notes Notes Notes Notes
Opening Size (US Std.) ASTM D 4751 7& 7& .848 Max .848 Max 7& 7& - - - Notes 7 & 7A Notes 7 & 7A
(AOS) 7A 7A 7A 7A
-1 2,8 2,8
Permittivity Sec. ASTM D 4491 - - .01 .01 - - - - - 1 1
(Percent 70 70 70 70
Ultraviolet
Retained ASTM D 4355 @150 @150 70 @150h 70 @150h @150 @150 - - - 70 @150h 70 @150h
Degradation
Strength) h h h h
Asphalt
L/m² Appendix XI - - - - - - - - 0.9 - -
Retention
Melting Point °C ASTM D 276 - - - - - - - - 150 - -

Legend:

1 Acceptance of geotextile material is to be based on ASTM D 4759, Standard Practice for

determining the Specification Conformance Geotextiles

1A
Contracting Agency may require a letter from the supplier certifying that its geotextile meets
specification requirements.

2 Minimum – Use value in weaker principal direction. All numerical values represent minimum
average roll value (i.e. test results from any sampled roll in a lot shall meet or exceed the
minimum values in the table). Stated values are for non-critical, non-severe conditions. Lot
sampled according to ASTM D 4354.

3 Class A Drainage applications for fabrics are where installation stresses are more severe
than Class B applications, i.e. very coarse, sharp, angular aggregate is used, heavy degree
of compaction (greater than 95 percent AASHTO T 99) is specified, or depth of trench is
greater than 3 meters.
4 Class B Drainage applications are those where fabric is used with smooth graded surfaces
having no sharp angular projections, no sharp angular aggregate is used, compaction
requirements are light (less than 95 percent AASHTO T 99) and trenches are less than 3
meters in depth.

Part I – MATERIAL DETAILS Page 23 of 42

 5 Values apply to both field and manufactured seams. See Table 3 for Recommended
overlaps.
6 A nominal coefficient of permeability maybe determined by multiplying permitivity value by
nominal thickness. The K value of the fabric should be greater than the K value of the soil.

7 Soil with 50 percent or less particles by mass passing 0.075 mm (No. 200) sieve, AOS less
than 0.6 mm (greater than 0.600 mm (No. 30) sieve.
7A Soil with more than 50 percent by mass passing 0.075 mm (No. 200) sieve. AOS less than
0.297 mm (greater than 0.300 mm (No. 50) sieve.

8 Permitivity & Apparent Opening Size (AOS) do not relate directly to filtration performance of
silt fence fabrics. Value presented reflect minimum criteria of products currently used.
Performance tests such as VTM-51 (from Virginia Highway Research Council) maybe used
to evaluate silt fence performance if deemed necessary by the Engineer.

9 Class A Erosion Control applications are those where fabrics are used under conditions
where installation stresses are more severe than Class B, i.e. stone placement height should
be less than 0.9 m and stone mass should not exceed 113.5 kg.
10 Class B Erosion Control applications are those where fabric is used in structure or under
conditions where the fabric is protected by a sand cushion or by “zero drop height”
placement of stone.
11 This specification is applicable to fabric membranes used for full coverage of the payment,
or as strips over transverse and longitudinal pavement joints. It is not intended to describe
membrane systems specifically designed for pavement joints and localized (spot) repairs.

12 Values of geotextile elongation do not imply the allowable consolidation properties of the
subgrade soil – they must be determined by a separate investigation, but are intended to
show that for fabrics with percent elongation less than 50 percent, a higher strength is
required.

Table 2 – Construction Survivability Levels

Site Soil CBR Installation <1 1-2 >2

Equipment Ground
>345 <345 >345 <345 >345 <345
Contract Pressure (Kpa)

Cover Thickness (mm)1

(Compacted)
1022,3 NR NR H H M M
152 NR NR H M M M
305 NR H M M M M
457 H M M M M M
H = High
M = Medium
NR = Not recommended
1
1 Maximum aggregate size not to exceed one-half the compacted cover thickness
2
For low volume unpaved road (ADT<200 vehicles)
3
The 102 mm minimum cover is limited to existing road bases intended for use in new
construction

Part I – MATERIAL DETAILS Page 24 of 42

 Table 3 – Recommended Overlaps

Soil Strength Overlap Overlap

(CBR) Unsewn (mm) (mm)

Less than 1 - 229

1-2 965 203
2-3 762 76
3 and above 610 -

715.9 Basis of Payment

The use of Geotextiles shall not be paid separately, but the cost thereof shall be
considered as included in the contract unit price of the items called for.

ITEM 719 - EPOXY–RESIN–BASE BONDING SYSTEMS FOR CONCRETE

719.1 Description

719.1.1 Scope

This item shall consist of furnishing and placing two-component, epoxy-

resin bonding systems for application to portland cement concrete, which are able
to cure under humid conditions and bond to damp surfaces in accordance with this
specification and in conformity with the types, grades, classes, and color specified
in the Plans, or as directed by the Engineer.

719.1.2 Classes and Uses of Epoxy-Resin

719.1.2.1 Classification

719.1.2.1.1 This specification shall provide for classification of epoxy-

resin bonding systems by type, grade, class, and color.

719.1.2.2 Types and Uses of Systems

Seven (7) types of systems are provided for in this specification

namely: Type I, II, III, IV, V, VI, and VII. Each type shall be used for bonding
concrete and other materials as called for on the approved Plans.

The type of systems will generally be used as follows:

Type I — For use in non-load bearing application for bonding

hardened concrete to hardened concrete and other materials, and as a
binder in epoxy mortars or epoxy concretes.

Type II — For use in non-load bearing applications for bonding

freshly mixed concrete to hardened concrete.

Part I – MATERIAL DETAILS Page 25 of 42

 Type III — For use in bonding skid-resistant materials to hardened
concrete and as a binder in epoxy mortars or epoxy concretes used on traffic
bearing surfaces (or surfaces subject to thermal or mechanical movements).

Type IV — For use in load bearing applications for bonding hardened

concrete to hardened concrete and other materials and as a binder for epoxy
mortars and concretes.

Type V — For use in load bearing applications for bonding freshly

mixed concrete to hardened concrete.

Type VI — For bonding and sealing segmental precast elements with

internal tendons and for span-by-span erection when temporary post
tensioning is applied.

Type VII — For use as a non-stress carrying sealer for segmental

precast elements when temporary post tensioning is not applied as in span-
by-span erection.

719.1.2.3 Grades of Systems

Three grades of systems defined according to their flow

characteristics and are provided in this specification according to Grade 1,
2, and 3.

Grade 1 — Low viscosity.

Grade 2 — Medium viscosity.
Grade 3 — Non-sagging consistency.

719.1.2.4 Classes of Systems

This specification provides six (6) classes of systems and are defined
in accordance with the range of temperatures for which they are suitable,
namely: Classes A, B, and C are defined for Types I through V, and Classes
D, E, and F are defined for Types VI and VII. However, the temperature of
the surface of the hardened concrete to which the bonding system is to be
applied may be considerably different from that of the air. Where unusual
curing rates are desired, it is possible to use a class of bonding agent at a
temperature other than that for which it is normally intended.

Class A — For use below 4.0°C the lowest allowable temperature to

be defined by the manufacturer of the product.
Class B — For use between 4.0°C and 15.0°C.
Class C — For use above 15.0°C the highest allowable temperature
to be defined by the manufacturer of the product.
Class D — For use between 4.0°C and 18.0°C.
Class E — For use between 15.0°C and 27.0°C.
Class F — For use between 24.0°C and 32.0°C.

Part I – MATERIAL DETAILS Page 26 of 42

 719.1.2.5 Color

Epoxy resin systems are normally unpigmented, but they can be

colored or darkened depending upon the desire of the end user.

719.2 Material Requirements

719.2.1 General

The systems covered by this specification shall be furnished in two

components for combining immediately prior to use in accordance with the written
instructions of the agency responsible for preparing the separate components and
for recommending the proportions to be used in preparing the final bonding
system.

Component A is most often the portion containing the epoxy resin with or
without reactive diluents.

Component B is its hardener system containing one or more curing agents,

which on mixing with Component A shall cause the mixture to harden.

Suitable inert filler may be uniformly incorporated in one or both

components. The filler shall be either non-settling or readily dispersible in any
component in which it is incorporated. Almost without exception, epoxy systems
must be formulated to make them suitable for specific end user. All systems shall
cure under humid conditions, and bond to damp surfaces.

Epoxy resin systems will adhere to a wide variety of materials, including

wood, metals, masonry, and most plastics. Polyethylene, TFE-fluorocarbon,
cellophane, and greased or waxed surfaces are among the few materials to which
these systems will not adhere.

719.2.2 Physical Requirements

A mixture of Component A and B shall conform to the Physical

Requirements of Bonding Systems specified in Table 1 of ASTM C 881/AASHTO
M 235.

719.2.3 Chemical Requirements

The epoxy resin constituent of Component A shall have an epoxy

equivalent of 155 to 275 g/g mol.

719.3 Construction Requirements

719.3.1 Preparation of Surface

All bonding surfaces shall be clean and free of all dirt, dust, oil, grease, old
coatings, laitance, or any other materials, which would prevent bonding. If it is
necessary to have chipping or scarifying to achieve clean and sound substrate
surface. Chemical cleaning is recommended to remove salts, laitance and
penetrating contaminants and it should be followed with thorough rinsing with
clean water.

Part I – MATERIAL DETAILS Page 27 of 42

719.3.2 Mixing and Application

719.3.2.1 Mixing

Mixing proportions and procedures, as well as mixing time, shall be

in accordance with the manufacturers' recommendations or as prescribed
by the Engineer.

Prior to mixing, each component shall be thoroughly mixed with a

paddle. Separate paddles shall be used to stir each component.

719.3.2.2 Application

The applicator should be assured that the epoxy to be applied has

the proper rate of hardening and viscosity for the job. Both are affected by
the temperature at which the epoxy is applied, and both can affect the
ultimate thickness of the epoxy layer. The amount of sag and thickness that
will be achieved in the adhesive layer also depends partly on whether it is
applied to a vertical surface, to the top of a horizontal surface or the bottom
and whether the surface is flat or irregular.

Highly porous concretes or concrete made of very absorptive

aggregate may absorb enough epoxy to starve the glue line. Such concrete
should be given a first seal coat of the same epoxy adhesive to penetrate
into the absorptive aggregate. Allow the seal to become tack free and then
apply the second coat. To assure adhesion most epoxy manufacturers
recommend that subsequent coats be applied within 24 hours. If a longer
time is required before recoating, sandblast the last coat to remove the gloss
and immediately apply the next coat.

The resin shall be fully cured within 24 hours after application.

Epoxy protective coating shall be applied using brush or roller.

719.3.3 Sampling

Take a representative sample of each of the two components from a well-

blended lot prior to packaging or by withdrawing samples from no fewer than 5
percent of the containers comprising the lot or shipment. Unless the samples of
the same component taken from containers show visual evidence of variability,
they may be combined into a single composite sample. In place of the foregoing,
packaged materials may be sampled by a random selection of containers of each
component from each lot, provided such a procedure is acceptable to the
purchaser.

719.3.4 Testing

Epoxy resins shall be tested in accordance with ASTM C 881 or AASHTO

M 235.

719.3.5 Acceptance, Rejection, and Rehearing

719.3.5.1 Material that fails to conform to the requirements of this

specification shall be rejected. Rejection shall be reported to the

Part I – MATERIAL DETAILS Page 28 of 42

 supplier promptly and in writing. In case of dissatisfaction with
the results of the test, the supplier has the right to a rehearing.

719.3.5.2 If all requirements of this specification are met, except those

pertaining to bond strength, the bond tests shall be repeated. If
the sample again fails to meet the bond strength requirements,
the entire lot shall be rejected.

719.3.5.3 Retest- Lots of material that have been rejected shall be

reworked by the supplier to correct the defects and resubmitted
for test provided specific approval of the purchaser has been
obtained for such resubmission. Before resubmission of the
material, full particulars concerning the action taken to correct
the defects in the original material shall be made available to the
purchaser.

719.3.6 Packaging and Package Marking

719.3.6.1 Packaging

The two components furnished under this specification shall be

supplied in separate containers that are non-reactive with the contents. They
are usually supplied in amounts such that the recommended proportions of
the final mixture can be obtained by combining one container of Component
A with one container of Component B.

719.3.6.2 Marking

Containers shall be identified as "Component A- Contains Epoxy

Resin" and "Component B- Contains Curing Agent" and shall show the type,
grade, class, and color. Each container shall be marked with the name of the
formulator, the lot number, the date of packaging, the quantity contained
therein, and the recommended mixing ratio, by both weight and volume. The
materials shall be delivered on site in sealed container.

719.3.6.3 Ordering Information

719.3.6.3.1 The purchaser shall specify the type, grade, class, and
color of bonding system desired and the size of units in
which the components shall be furnished. Special
requirements regarding filling of either the components
or the final bonding system should be stated. The
product furnished under this specification is intended to
be resistant to moisture after proper curing, and
therefore should be suitable for either indoor or outdoor
exposure.

719.3.6.3.2 The purchaser may specify a minimum gel time of 5

minutes for Types I and IV when automatic
proportioning, mixing, and dispensing equipment are
used.

Part I – MATERIAL DETAILS Page 29 of 42

 719.3.7 Storage

Both components shall be stored for a year in their original containers and
shall be kept under dry and cool conditions.

719.4 Measurement and Payment

Epoxy-resin-base bonding system shall not be measured and paid for separately,
but the cost thereof shall be considered as included in the contract unit price of the items
where called for.

ITEM 727 – NON-SHRINK GROUT

727.1 Description

This item shall consist of mixing and placing of non-shrink grout on anchor bolts,
retrofitted reinforcing steel, steel column bases, bearing plates, precast concrete key
ways and other installations that require high early and high ultimate strength making it
stable and capable of handling load transfers in accordance with this specification and
in conformity with the lines, grades, dimensions and cross-sections shown on the
approved Plans or as established by the Engineer.

727.2 Material Requirements

727.2.1 Non-Shrink Grout (Pre-mixed Powder)

Non-shrink grout (pre-mixed powder) shall be non-metallic, contains no

chlorides and shall conform to ASTM C 1107, Standard Specification for Packaged
Dry, Hydraulic-Cement Grout (Non-shrink).

727.2.2 Water

Water shall conform to the requirements of Item 714, Water.

727.2.3 Curing Compound

Curing compound shall conform to ASTM C 309, Liquid Membrane-

Forming Compounds for Curing Concrete.

727.3 Construction Requirements

727.3.1 Surface Preparation

Surfaces to receive the grout must be clean and free of any type of foreign
matter, grease, paint, oil, scale, rust, dust or efflorescence. Concrete surfaces shall
be sound and roughed to promote mechanical adhesion. The area shall be
thoroughly flushed and soaked with clean water prior to grouting, leaving no
standing water.

727.3.2 Formworks

Formworks shall be firmly in place and kept watertight. All joints in formwork
shall be caulked with suitable caulking material to prevent leakage. Forms shall be

Part I – MATERIAL DETAILS Page 30 of 42

lined or coated with bond-breaker for easy removal. High points shall be
adequately vented to allow entrapped air to escape.

727.3.3 Mixing

The non-shrink grout shall be mixed in mechanical mixing equipment of a

type that will produce uniform and thoroughly mixed grout.

Pre-gauged mixing water shall first be added to the mixer followed by pre
mixed powder. Non-shrink grout mix shall be mechanically mixed continuously for
a minimum of 3 minutes or as recommended by the manufacturer until an even
consistency is attained. Lumping of the mixture shall be avoided at all times during
the mixing procedure. Grout mix shall be kept well agitated until placed.

Non-shrink grout shall not be amended with cement or sand, and shall not
be reconditioned with water after initial mixing.

727.3.4 Placement

Unless otherwise recommended by the manufacturer, minimum application

thickness of non-shrink grout shall be 10 mm and shall be placed within 60 minutes
after mixing.

Non-shrink grout mix shall be placed into forms in normal manner to avoid
air entrapment. The most suitable means shall be used to completely fill the void
to be grouted. Non-shrink grout shall be poured from one side of the plate towards
the open side. If necessary and allowed by the manufacturer, grout mix shall be
vibrated, pumped, or rammed to achieve flow or compaction.

When carrying out baseplate grouting, concrete surfaces shall be prewet

for 24 hours and sufficient pressure head shall be maintained to keep non-shrink
grout flow uninterrupted. Cable or chain shall be used to make sure that all cavities
are filled and entrapped air escaped.

If required in the plans or as directed by the Engineer, non-shrink grout may

be placed or packed with the use of an approved commercial concrete bonding
agent applied to all cured concrete surfaces being grouted. The bonding agent
shall be compatible with the brand of non-shrink grout being used. Water as a
substitute for commercial bonding agent for non-shrink grout shall not be allowed.

If necessary, low-pressure cement grout pumping equipment may be used.

Unused non-shrink grout shall be discarded after 20 minutes and shall not be
used.

After non-shrink grout has achieved final set, forms shall be removed and
the exposed grout shoulders shall be trimmed or shaped to designed profile.

Non-shrink grout shall not be used in areas of extreme high vibration, nor
where service temperatures will exceed 1750 C, nor where contact with acids or
alkalies are likely.

Part I – MATERIAL DETAILS Page 31 of 42

 727.3.5 Curing

Unless required by the manufacturer, exposed surfaces of non- shrink

grout shall be wet cured for a minimum of 3 days or shall be applied with a curing
compound meeting the requirements of Subsection 727.2.3.

727.3.6 Temperature

Ambient and grout temperature shall be maintained at 10 °C to 32°C.

727.3.7 Handling and Storage

Keep bag/container closed in a cool dry place. The contractor shall provide
suitable means of storing and protecting the non-shrink grout against dampness.
Non-shrink grout which for any reason has become partially set or which contains
lumps of caked non-shrink grout shall be rejected. Non-shrink grout salvaged from
discarded or used bags/containers shall not be used.

727.4 Acceptance

Non-shrink grout shall be evaluated by visual inspection and by a mill certification

from the manufacturer. Non-shrink grout accepted by certification may be sampled and
tested at any time. If found not in conformance with the contract, the material shall be
rejected whether in place or not.

727.5 Measurement of Payment

Non-shrink grout shall not be measured and paid for separately, but the cost
thereof shall be considered as included in the contract unit price of the items where
called for.

ITEM 733 – ZINC (HOT-DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS

733.1 Description

733.1.1 Scope

This specification covers the requirements for zinc coating (galvanizing) by

the hot-dip process on iron and steel products made from rolled pressed and
forged shapes, castings, plates, bars and strips.

This specification covers both fabricated and unfabricated products, for

example, assembled steel products, structural steel fabrications, large tubes
already bent or welded before galvanizing, and wire work fabricated from uncoated
steel wire. It also covers steel forgings and iron castings incorporated into pieces
fabricated before galvanizing or which are too large to be centrifuged (or otherwise
handled to remove excess galvanizing bath metal).

Part I – MATERIAL DETAILS Page 32 of 42

733.2 Material Requirements

733.2.1 Steel or Iron

The specification, grade or designation, and type and degree of surface

contamination of the iron or steel in articles to be galvanized shall be supplied by
the purchaser to the hot-dip galvanizer prior to galvanizing.

The presence in steels and weld metal, in certain percentages, of some

elements such as silicon, carbon and phosphorus tend to accelerate the growth of
the zinc-iron alloy layer so that the coating may have a matte finish with a little or
no outer zinc layer.

733.2.2 Fabrication

The design and fabrication of the product to be galvanized shall be in

accordance to the plans and specifications. ASTM A 143, A 384, and A 385 provide
guidance for steel fabrication for optimum hot dip galvanizing and shall be
complied with in both design and fabrication.

733.2.3 Castings

The composition and heat treatment of iron and steel castings shall
conform to specifications designated by the purchaser. Some types of castings
have been known to show potential problems being embrittled during the normal
thermal cycle of hot-dip galvanizing. The requirements for malleable iron castings
to be galvanized are stipulated in ASTM A 47.

733.2.4 Zinc

The zinc used in the galvanizing bath shall conform to ASTM B 6. If a zinc
alloy is used as the primary feed to the galvanizing bath, then the base material
used to make that alloy shall conform to ASTM B 6.

733.2.5 Bath Composition

The molten metal in the working volume of the galvanizing bath shall
contain not less than an average value of 98.0% zinc by weight.

733.3 Coating Properties

Table 1 - Minimum Average Coating Thickness Grade by Material Category

All Specimens Tested Steel Thickness Range (Measured),

Material mm (in.)
Category <1/16 1/16 to <1/8 1/8 to 3/16 >3/16 to <1/4 1/4
(<1.6) (1.6 to <3.2) (3.2 to 4.8) (>4.8 to <6.4) (6.4)
Structural
45 65 75 85 100
Shapes & Plate
Strip and Bar 45 65 75 85 100
Pipe and Tubing 45 45 75 75 75
Wire 35 50 60 65 80

Part I – MATERIAL DETAILS Page 33 of 42

733.3.1 Coating Thickness

The average thickness of coating for all specimens tested shall conform to
the requirements of Table 1 for the categories and thicknesses of the material
being galvanized. Minimum average thickness of coating for any individual
specimen is one coating grade less than that required in Table1. Where products
consisting of various material thicknesses or categories are galvanized, the
coating thickness grades for each thickness range and material category of
material shall be as shown in Table 1. The specification of coating thickness
heavier than those required by Table 1 shall be subject to mutual agreement
between the galvanizer and Engineer.

For articles whose surface area is greater than 100,000 mm2 (160 in2)
(multi-specimen articles), each test article in the sample must meet the appropriate
minimum average coating thickness grade requirements of Table 1. Each
specimen coating thickness grade comprising that overall average for each test
article shall average not less than one coating grade below that required in Table
1.

For articles whose surface area is equal to or less than 100,000 mm2 (160
2
in ) (single specimen articles), the average of all test articles in the sample must
meet the appropriate minimum average coating thickness grade requirements of
Table 1. For each test article, its specimen coating thickness shall not be less than
one coating grade below that required in Table 1.

No individual measurement or cluster of measurements at the same

general location on a test specimen shall be cause for rejection under this
specification provided that when those measurements are averaged with the other
dispersed measurements to determine the specimen coating thickness grade for
that specimen, the requirements of the above specifications as appropriate are
met.

The coating thickness grades in Table 1 represent the minimum value

obtainable with a high level of confidence for the ranges typically found in each
material category. While most coating thicknesses will be in excess of those
values, some materials in each category may be less reactive (for example,
because of chemistry or surface condition) than other materials of the steel
category spectrum. Therefore, some articles may have a coating grade at or close
to the minimum requirements shown in Table 1. In such cases, the precision and
accuracy of the coating thickness measuring technique should be taken into
consideration when rejecting such articles for coating thickness below that is
required by this specification.

733.3.2 Finish

The coating shall be continuous (except as provided below), and as

reasonably smooth and uniform in thickness as the weight, size and shape of the
item. Except for local excess coating thickness which would interfere with the use
of the product or make it dangerous to handle (edge tears or spikes), rejection for
non- uniform coating shall be made only for plainly visible excess coating not
related to design factors such as holes, joints, or special drainage problems. Since
surface smoothness is a relative term, minor roughness that does not interfere
with the intended use of the product, or roughness that is related to the as-received
(un-galvanized) surface condition, steel chemistry or steel reactivity to zinc shall
not be grounds for rejection.

Part I – MATERIAL DETAILS Page 34 of 42

 Surfaces that remain uncoated after galvanizing may be renovated in
accordance with the methods in ASTM A 780 provided that the following conditions
are met:

1. Each area subject to renovation shall be 25 mm or less in its narrowest

dimension.

2. The total area subject to renovation on each article shall be no more

than IA of 1% of the accessible surface area to be coated on that
article, or 22,500mm2 per ton of piece weight, whichever is less.
Inaccessible surface areas are those which cannot be reached for
appropriate surface preparation and application of repair materials as
described in ASTM A 780.

3. The thickness of renovation shall be that is required by the thickness

grade for the appropriate material category and thickness range in
Table 1 in accordance with the coating thickness requirements, except
that for renovation using zinc paints, the thickness of renovation shall
be 50% higher than that required by Table 1, but not greater than
0.0254 mm.

4. When areas requiring renovation exceed the criteria previously

provided, or are inaccessible for repair, the coating shall be rejected.

733.3.3 Threaded Components in Assemblies

The zinc coating on external threads shall not be subjected to a cutting,

rolling, or finishing tool operation, unless specifically authorized by the purchaser.
Internal threads may be tapped or retapped after galvanizing. Coatings shall
conform to the requirements of ASTM A 153/A 153 M.

733.3.4 Appearance

Upon shipment from the galvanizing facility, galvanized articles shall be

free from uncoated areas, blisters, flux deposits, and gross dross inclusions.
Lumps, projections, globules or heavy deposits of zinc which will interfere with the
intended use of the material will not be permitted. Plain holes of 12.5 mm diameter
or more shall be clean and reasonably free from excess zinc. Marks in the zinc
coating caused by tongs or other items used in handling the article during the
galvanizing operation shall not be cause for rejection unless such marks have
exposed the base metal, and the bare metal areas exceed the criteria provided in
number 1 and 2 of Subsection 733.3.2, Finish.

Whenever dross is present in a form other than finely dispersed pimples in

the coating and is present in such amount as to be susceptible to mechanical
damage, it will be considered as "gross".

733.3.5 Adherence

The zinc coating shall withstand handling consistent with the nature and
thickness of the coating and the normal use of the article, without peeling or
flaking. Although some material may be formed after galvanizing, in general the
zinc coating on the articles covered by this specification is too heavy to permit
severe bending without damaging the coating.

Part I – MATERIAL DETAILS Page 35 of 42

733.4 Sampling

A lot is a unit of production or shipment from which a sample may be taken for
testing. Unless otherwise agreed upon between the galvanizer and the purchaser, or
established within this specification, the lot shall be as follows:

1. For testing at a galvanizer's facility, a lot is one or more articles of the same
type and size comprising a single order or a single delivery load, whichever
is smaller, or any number of articles identified as a lot by the galvanizer, when
these have been galvanized within a single production shift and in the same
bath.

2. For test by the purchaser after delivery, the lot consists of the single order or
the single delivery load, whichever is smaller, unless the lot identity,
established in accordance with the above, is maintained and clearly indicated
in the shipment by the galvanizer.

The method of selection and number of test specimens shall be agreed upon
between the galvanizer and the purchaser. Otherwise, the test specimens shall be
selected at random from each lot. In this case, the minimum number of specimens from
each lot shall be as follows:

Number of Pieces in Lot Number of Specimens

3 or less All
4 to 500 3
501 to 1200 5
1201 to 3200 8
3201 to 10000 13
10001 and over 20

A test specimen which fails to conform to any requirement of this specification

shall not be used to determine the conformance to other requirements.

733.5 Test Requirements

733.5.1 Thickness of Coating Test

733.5.1.1 Magnetic Thickness Measurements

The thickness of the coating shall be determined by magnetic

thickness gage measurements in accordance with ASTM PE 376. For each
specimen, five or more measurements shall be made at points widely
dispersed throughout the volume occupied by the specimen so as to
represent as much as practical, the entire surface area of the test specimen.
The average of the five or more measurements thus made for each
specimen is the specimen coating thickness.

For articles whose surface area is greater than 100,000mm2, the

average of the three specimen coating thickness grades comprising each
test article is the average coating thickness for that test article. A specimen
must be evaluated for each steel category and material thickness within the
requirements for each specimen of the test article.

Part I – MATERIAL DETAILS Page 36 of 42

 For articles whose surface area is equal to or less than 100,000mm2
the average of all specimen coating thickness grades is the average coating
thickness for the sample

The use of magnetic measurement method is appropriate for larger

articles, and may be appropriate for smaller articles when such is practical
using ASTM E 376.

733.5.1.2 Stripping Method

The average weight of coating may be determined by stripping a test

article, a specimen removed from a test article, or group of test articles in
the case of very small items such as nails, etc., in accordance with ASTM A
90/A 90M. The weight of coating per unit area thus determined is converted
to equivalent coating thickness values in accordance with Table 2, Coating
Thickness Grade (rounding up or down as appropriate). The thickness of
coating thus obtained is the test article coating thickness, or in the case of a
specimen removed from a test article, is the specimen average coating
thickness.

Table 2 - Coating Thickness GradeA

Coating Grade m g/m2

35 35 245
45 45 320
50 50 355
55 55 390
60 60 425
65 65 460
75 75 530
80 80 565
85 85 600
100 100 705
A Conversions in Table 2 are based on the metric thickness value equivalents
from the next earlier version of this specification, using conversion factors
consistent with Table X2.1 in A 653/A 653M, rounded to the nearest 5 m. The
conversion factor used is: g/m2 = m x 7.067.

733.5.1.3 Weighing Before or After Galvanizing

The average weight of coating may be determined by weighing

articles before and after galvanizing, subtracting the first weight from the
second and dividing the result by the surface area. The first weight shall be
determined after pickling and drying, and the second after cooling to ambient
temperature. The weight of coating per unit area thus determined is
converted to equivalent coating thickness values according to Table 2
(rounding up or down as appropriate). The thickness of coating thus
obtained is the test article coating thickness.

733.5.1.4 Microscopy

The thickness of coating may be determined by cross-sectional and

optical measurement in accordance with ASTM B 487. The thickness thus

Part I – MATERIAL DETAILS Page 37 of 42

 determined is a point value. No less than five such measurements shall be
made at locations on the test article which are as widely dispersed as
practical, so as to be representative of the whole surface of the test article.
The average of no less than five such measurements is the specimen
coating thickness.

733.5.2 Adhesion

Determine adhesion of the zinc coating to the surface of the base metal by
cutting or prying with the point of a stout knife, applied with considerable pressure
in a manner tending to remove a portion of the coating. The adhesion shall be
considered inadequate if the coating flakes off in the form of a layer of the coating
so as to expose the base metal in advance of the knife point. Do not use testing
carried out at edges or corners (points of lowest coating adhesion) to determine
adhesion of the coating. Likewise, do not use removal of small particles of the
coating by pairing or whittling to determine failure.

733.5.3 Embrittlement

Test for embrittlement may be made in accordance with ASTM A 143.

The galvanized article should withstand a degree of bending substantially

the same as the ungalvanized article. Flaking or spalling of the galvanized coating
is not to be construed as an embrittlement failure.

733.6 Inspection, Rejection, and Retest

The material shall be inspected at the galvanizer's plant prior to shipment.

However, by agreement the purchaser may make the tests which govern the acceptance
or rejection of the materials in his own laboratory or elsewhere.

When inspection of materials to determine conformity with the visual

requirements of Subsection 733.3.2, Finish warrants rejection of a lot, the galvanizer
may sort the lot and submit it once again for acceptance after he has removed any non-
conforming articles and replace them with conforming articles.

Materials that have been rejected for reasons other than embrittlement may be
stripped and regalvanized, and again submitted for inspection and test at which time
they shall conform to the requirements of this inspection.

733.7 Transport and Storage

Galvanized components shall, wherever possible, be transported and stored

under dry, well-ventilated conditions to prevent the formation of wet storage staining.

Either zinc phosphate or chromate passivation treatment after galvanizing may

be used to minimize the wet storage staining which may occur on articles unable to be
stored in dry, well-ventilated conditions.

Provided the coating thickness complies with the requirements of Subsection

733.3.1, Coating Thickness, no further remedial action is required to the stained areas.

Part I – MATERIAL DETAILS Page 38 of 42

 733.3.8 Measurement and Payment

Zinc (Hot-dip galvanized) coating shall not be measured and paid for separately,
but the cost thereof shall be considered as included in the contract unit price of the Items
where called for.

ITEM 737 – MECHANICAL COUPLERS FOR REINFORCING STEEL

737.1 Description

This item shall consist of the requirements for mechanical couplers whose main
function is to connect reinforcing steel bars in accordance with this Specification in areas
shown on the Plans or as designated by the Engineer.

737.2 Material Requirements

All mechanical couplers shall be designed to be uniaxial. It shall be one of the

following types or a combination of any of the following:

1. Sleeve-filler - commonly used for compression only. Primarily used for

precast construction.
2. Sleeve threaded - designed for worldwide standard grades of rebar. Excellent
for future extension application.
3. Sleeve swaged - used for joining reinforcing bars to structural steel members.
Suitable to both tension and compression applications.
4. Sleeve bolted- used to join imperial, plain round or deformed reinforcing bars.
Provide cost effective method of joining reinforcing bars, particularly when
the fixed bar is already in place and there is insufficient space for a hydraulic
swaging press.

Each component shall be die-stamped showing bar dimension and grade, model
and manufacturer's identification, production lot number, and manufacturing date. Die-
stamp shall be placed in a separate medium, without contact to the bars.

Any person that machines, assembles or installs the coupler shall follow the
instructions provided by the manufacturer.

737.3 Construction Requirements

737.3.1 General

Locations of mechanical couplers shall be as specified in the Working

Drawings. Only the specified mechanical coupler type shall be used for
application. All procedures and equipment for mechanical connections shall be
according to the mechanical connector manufacturer's recommendations. Ends of
reinforcing bars to be joined shall be cut nominally square. Threads cut on the
ends of the steel reinforcement shall match the internal threads in the mechanical
connector. Stirrups, ties, and other reinforcement shall be adjusted or relocated, if
necessary, to provide the required clear concrete cover to the reinforcement.
Joints between the coated reinforcing steel bars, coated splice bars and coated
mechanical connectors shall be sealed/coated with epoxy according to the
applicable requirements of Item 404A - Epoxy coated Reinforcing Steel Bars per
Department Order No. 46, Series of 2015.

Part I – MATERIAL DETAILS Page 39 of 42

737.3.2 Testing Apparatus and Accessories

1. Tensile Test Machine. The machine must be able to apply a tensile

force greater than the ultimate tensile strength of the sample and must
be accurate in accordance with ASTM A370, Standard Test Methods
and Definitions for Mechanical Testing of Steel Products.

2. Slip Measurement Device. The slip measurement device shall have

two dial indicators which may either be analog or digital that can
measure displacement across the splice to the nearest 0.025 mm.

3. Caliper. The caliper must be accurate to within 0.025 mm.

737.3.3 Sampling

Prior to sampling, the manufacturer shall submit to the Engineer the

following:

1. Original mill certificates with attached test results for the production of
each coupler type, model, bar size and grade in use.

2. Installation manual secured from the manufacturer shall contain

procedures for the tests on coupler type, model, bar size and grade in
use.

The manufacturer shall provide the name and address of the machine
shops that threaded and swaged the reinforcing steel.

For projects with sample of more than one lot, specimen must be grouped
and marked in order to identify its origin. Each of the sample lot contains 500
couplers, or a fraction thereof. A random selection of four coupler per lot shall be
made by the Engineer to test each type, model, bar size and grade.

Necessary demonstration of the coupler assembly shall be given by the

Contractor with the supervision of the assigned Engineer. Make sure the
connecting bars are straight or uniaxial all throughout since reading from bent bars
creates erroneous result of slips.

The coupler and connecting bars to be used shall be compatible in order

to obtain the required strength of the connection.

Before the sample lot of couplers can be used, the coupler specimens must
be tested and approved by the Engineer.

737.3.4 Sample Preparation

Before accepting samples, ensure each sample has these physical

parameters:

1. Sample Length. Sample length may vary depending on the

specifications of available equipment. For rebars sizes 25 mm-Ø and
smaller, sample length must be at least 1.5 m. For rebars sizes 30 mm-
Ø and larger, sample length must be at least 2 m.

Part I – MATERIAL DETAILS Page 40 of 42

 2. Coupler Length. For mechanical couplers, the length of the coupler
must be less than 10 times the nominal bar diameter.

3. Alignment. With the exception to spliced hoops, the alignment across

the splice must be straightened within 7 mm in 0.9 m of length.

737.3.5 Mechanical Testing

737.3.5.1 Slip Test

The total average slip must not exceed 0.25 mm for bars with 25 mm-
Ø and smaller; and 0.75 mm above 25 mm-Ø bars. The reference points
must be established with a dear distance of 10 and 40 mm from the coupler
to the connecting bars.

The total average slip shall be determined by using the procedures

described below:

1. Load the coupler assembly to 21 MPa tensile stress in the

smallest size connecting bar. The rate of loading during the slip
test must be between 70 and 700 MPa of stress per minute.

2. Set the gauges to zero (0) using the slip measuring device.

3. Load the coupler assembly to the connecting bar with smallest

diameter size using a 210 MPa tensile and hold for 30 sec.

4. Decrease the amount of tensile stress to 21 MPa and repeat the

process.

5. Add the gauge reading and get the average. This shall serve as
the total average slip of the sample.

737.3.5.2 Fatigue Loading

Load a coupler to the connecting bar using an increasing value of 35

MPa to 210 MPa tension for 80,000 cycles at a maximum frequency of five
(5) cycles per second. Maximum frequency may vary depending on the limits
set in ASTM E466, Standard Practice for Conducting Force Controlled
Constant Amplitude Axial Fatigue Tests of Metallic Materials or ASTM
E606M, Standard Test Method for Strain-Controlled Fatigue Testing to
accommodate available test equipment. Coupler shall, at least, develop a
yield strength of 125% with the spliced connecting bars.

Tensile tests shall be in accordance with ASTM A370.

737.3.5.3 Testing Project Samples

Four (4) samples from each lot shall be used for the slip, tensile and
fatigue loading tests. The two (2) samples shall be tested using the slip and
tensile strength tests; and fatigue loading for the remaining two (2). Make
sure that at least one of the samples meet the requirements; otherwise, the
whole lot shall be rejected.

Part I – MATERIAL DETAILS Page 41 of 42

737.4 Method of Measurement and Basis of Payment

Mechanical coupler shall not be measured and paid separately, but the cost
thereof shall be considered as included in the contract unit price of the Items where
called for.

----------End of Material Details Standard Specifications----------

Part I – MATERIAL DETAILS Page 42 of 42