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Abu Dhabi, United Arab Emirates. STANDARD CONSTRUCTION SPECIFICATIONS (PART 1 - ROADS, Second Edition 2020) - page 21

ARTHWORKS

Geotextile property

ASTM test method

Geotextile property requirements

Separation

Soil stabilization

Grab tensile strength,
in machine and x-
machine direction

D4632

1,400 N minimum

1,500 N minimum

Grab failure strain, in
machine

and

machine direction

D4632

< 50 percent

Puncture resistance

D6241

2,750 N minimum

2,800 N minimum

Tear

strength,

machine

and

machine direction

D4533

500 N minimum

600 N minimum

UV radiation stability

D4355

50 percent strength retained minimum, after

500 hours in xenon arc device

Table 2-11: Geotextile properties for retaining walls and reinforced slopes

Geotextile property

ASTM test method

Geotextile property

requirements

Weight

D5261

180 g/m

minimum

Thickness

D5199

1.7 mm minimum

AOS

D4751

Standard sieve 212 µm max.

Water permittivity

D4491

0.02 sec

-1

minimum

Grab

tensile

strength,

machine

and

x-machine

direction

D4632

1,200 N minimum

Grab failure strain, in machine
and x-machine direction

D4632

< 50 percent

Seam breaking strength

D4632

1,000 N minimum

Puncture resistance

D6241

2,200 N minimum

Tear strength, in machine and
x-machine direction

D4533

400 N minimum

UV radiation stability

D4355

70 percent for polypropylene

and polyethylene, and 50

percent strength retained

minimum for polyester, after

500 hours in a xenon arc

device

2.5.2.10

Surface Protection

The material for Surface Protection on the slopes in cut and fill shall be only A-1-a, A-1-b material
according to AASHTO M 145 with C.B.R. not less than 30% when compacted to 95% M.D.D. The
material for Surface Protection shall also have in the respect a Plasticity Index of 4 minimum and 9
maximum when determined according to AASHTO Designation T 90 and a Limit Liquid not
exceeding 35 when determined according to AASHTO Designation T 89

The material for surface protection shall be laid, compacted to an averaged density of 98% with no
single value below 96%.

2.5.2.11

Water

Use of sea water or brackish water shall be permitted for roadway embankment earthwork except
for non-load-bearing topsoil and sweet sand filling. Also, except for water used for compaction of
backfill around metal pipe culverts and for subgrade and layers above, or in contact with or adjacent
to a reinforced concrete element or structure backfill, which shall be from a source approved by the
Engineer conforming to the requirements specified for concrete mixes as per Section 4.3.8 of
Chapter 4, Concrete Works, of these Standard Specifications.

2.5.3

Construction Requirements

Embankment and backfill construction consists of the placement and compaction of fill materials.
This work includes the following:

1. Preparing the foundation for embankment

2. Benching for side-hill embankments

3. Constructing roadway embankments

4. Constructing dikes, ramps, mounds, and berms

5. Backfilling subexcavated areas, holes, pits, and other depressions

6. Backfilling around structures, walls, and abutments

7. Backfilling of manual excavation trenches

8. Filling areas outside of the pavement prism with non-load-bearing material, topsoil, and sweet

sand

All fills shall be constructed to a reasonably smooth and uniform surface and shall not vary by more
than 25 mm above or below the grade established and in reasonably close conformity to the lines,
dimensions, and cross-sections shown on the Contract plans.

At the end of each day's operations, when rain is expected, the Contractor shall shape to drain and
lightly compact the fill surface to a uniform cross-section. Contractor shall eliminate all ruts and low
spots that could hold water.

2.5.3.1

Embankment Construction

Preparing Foundation for Embankment Construction

Preparation of foundations for embankment construction shall be done as shown on the  Contract
plans,  as  may  be  required  in  the  Particular  Specifications  and  as  approved  by  the  Engineer.
Preparation of embankment foundation plans shall be included in the Contractors method statement
as required in Section 1.15 of Chapter 1, General Requirements, of these Standard Specifications.
Construction of earthwork, and in particular construction of embankments shall not begin until this
method statement is approved.

Preparing foundations for embankment construction includes the following:

All embankments shall be cleared and grubbed in accordance with Sections 2.2 and 2.3.

Embankments less than 1 m high over natural ground: Completely break up the cleared
ground surface to a minimum depth of 150 mm by ploughing or scarifying. Compact the
ground surface according to Article b of Section 2.5.3.4

Embankments less than 500 mm high over an existing asphalt, concrete, or gravel road
surface: Scarify gravel roads to a minimum depth of 150 mm. Pulverize asphalt and concrete
roads to 200 mm below the pavement. Reduce all particles to a maximum size of 150 mm
and produce a uniform material. Compact the surface according to Article b of Section 2.5.3.4

If stabilization of soft foundations is not otherwise shown on the Contract plans or required in
the Particular Specifications, where embankments cross ground not capable of supporting
construction equipment, the Contractor shall dump successive loads of embankment material
by type and gradation, as approved or directed by the Engineer, in a uniformly distributed
layer to construct the lower portion of the embankment on his expense. This layer shall not
require compaction to a controlled density unless otherwise directed by the Engineer.

Additional  support  may  be  provided  by  installing  sand  filter  blankets  or  geotextile/geogrid
layers under this layer, if directed by the Engineer. Geotextile fabric shall be used to separate
the  fine  material  from  the  coarse  material  layers,  meeting  the  material  requirements  of
Section 2.5.2.9.

For embankments on existing slopes, including hillsides or widened existing embankments
steeper than a ratio of 1:3, the Contractor shall cut horizontal benches in the existing slope
to a sufficient width to accommodate placement and compaction operations and equipment.
Slope shall be benched as the embankment is placed and compacted in layers. Each bench
shall begin at the intersection of the original ground and the vertical cut of the previous bench.

Prior  to  the  start  of  embankment  construction,  the  Contractor  shall  construct  a  trial
embankment  section  using  the  methodology,  materials  and  equipment  that  he  intends  to
utilize for the work.  Trial will be observed and tested for compliance by the Engineer, and if
satisfactory  the  Contractor  shall  proceed  with  embankment  construction.    A  separate  trial
section  shall  be  constructed  for  each  instance  where  the  materials,  material  source,
equipment or methodology changes.  Size and location of the trial embankment area shall
be as approved by the Engineer.

When  required  in  the  Contract  plans,  particular  specifications  or  included  in  the  Bills  of
Quantities,  foundation  preparation  may  include  installation  of  prefabricated  vertical  drains
(PVD).  PVDs shall be installed at the locations, spacing and to the depths as shown on the
Contract  plans  or  required  in  the  Particular  Specifications  and  as  may  be  modified  by  the
Engineer, in accordance with Section 2.5.3.5.

Rock Embankment Construction

Rock embankment construction is defined where the embankment material consists of 25 percent
or more by volume of rock particles sized between 100 and 300 mm in diameter. Rock fill material
shall meet the applicable requirements of Section 2.5.2.3, unless otherwise approved by the
Engineer.

Rock fill material shall be placed in horizontal layers not exceeding 300 mm in compacted thickness.
Oversized boulders or rock fragments shall be incorporated into the 300 mm layer by reducing their
size. Individual boulders up to a maximum of a 600 mm in diameter can be distributed within the
embankment so as to prevent nesting and to fill in voids between the layers with finer material. Rock
layers with smaller rocks and blinding material shall be placed to fill these voids. Each layer shall
also be compacted according to Article a of Section 2.5.3.4 before placing the next layer.

Where structural pilings are to be placed in embankment locations and for embankment adjacent to
structures, the Contractor shall limit the maximum particle size to 100 mm.

The top 300 mm of the embankment with embankment material Type A-1 according to AASHTO M
145 and Section 2.5.2.2.

ARTHWORKS

Earth Embankment Construction

Embankments shall be placed in successive layers parallel to the final road surface, and the
construction of wedge-shaped layers shall be restricted to the bottom layers of embankments where
this may be unavoidable because of cross fall, the tapering out of embankments, or the super
elevation of the final road surface.

Materials shall be placed at optimum moisture content. Dry material shall be watered and mixed as
necessary to obtain uniform moisture content within the optimum compaction range. Material shall
be placed in uniform horizontal layers not exceeding 200 mm in depth before compaction (up to 300
mm maximum thick layers where trial compaction tests show the material is suitable and consistently
meets the compaction requirements uniformly through the layer as otherwise specified, and if
approved by the Engineer). Material layer shall be compacted in accordance with Article b of Section
2.5.3.4.

Placement of borrow materials or fills at points inaccessible to normal compaction equipment shall
be made in horizontal layers of loose material not exceeding 100 mm in depth and thoroughly
compacted by the use of mechanical tampers to the minimum compaction requirements included in
Article b of Section 2.5.3.4.

2.5.3.2

Structural Backfill

This work consists of backfilling against and around walls, abutments, and structures.

Backfill material shall meet the requirements of Section 2.5.2.4. Where pervious material is required
as a drainage layer backfilled adjacent to walls and abutments, it shall meet the requirements of
Section 2.5.2.5. Geotextile fabric used as a filter layer between drainage layers and finer backfill
materials shall meet the requirements of Section 2.5.2.9 and Table 2-11

All structural backfill that will be under roadway or pedestrian pavement, within the roadway
embankment prism, or where lateral and vertical bearing support is required for adjacent structures
and utilities shall be compacted to at least 95 percent of the maximum dry density, as determined by
the tests described in Article c of Section 2.5.3.4.

To prevent the distortion or displacement of structures, in particular walls and abutments, the
Contractor shall place backfill evenly around all sides and parts of the structure.

For bridge abutments, the Contractor shall not backfill prior to placing the superstructure. After the
superstructure is in place, the use of small compactors may be required to compact the backfill
around the structure. Embankments and backfill behind the abutments shall be brought up in layers
and compacted concurrently. Differences in backfill height against each abutment shall not exceed
0.6 m, unless approved by the Engineer.

2.5.3.3

Non-Load-Bearing Fill Placement

When placing non-load-bearing, topsoil, or sweet sand material outside the staked roadway prism,
the Contractor shall place and grade in layers that shall not exceed a thickness of 300 mm to the
levels  and  grades  as  shown  on  the  Contract  plans,  or  as  required  by  the  Engineer.  Specific
compaction  is  not  required  other  than  what  occurs  during  placement  and  natural  consolidation.
Equipment  traffic  and  resultant  compacting  of  non-load-bearing  material  placement  in  vegetated
landscape areas shall be minimized.

2.5.3.4

Compacting Embankments

Compacting rock embankments

Adjust the moisture content of the material to a moisture content suitable for compaction by
determining the maximum density and optimum moisture content for the materials passing the 4.76
mm sieve per Article c of Section 2.5.3.4c. Compact each layer of material full width with one of the
following:

1. Four roller passes of a 45-metric-ton compression-type roller

2. Four roller passes of a vibratory roller having a minimum dynamic force of a 180-kilonewton

impact per vibration and a minimum frequency of 16 hertz

3. Eight roller passes of a 20-metric-ton compression-type roller

4. Eight roller passes of a vibratory roller having a minimum dynamic force of a 130-kilonewton

impact per vibration and a minimum frequency of 16 hertz

Compacting Earth Embankments

Materials shall be classified according to AASHTO M 145. For material classified A-1 or A-2-4, the
Contractor shall determine the maximum density according to AASHTO T 180, Method D. For other
material classifications, the Contractor shall determine the optimum moisture content and maximum
density according to AASHTO T 99, Method C.

Moisture content of the material shall be adjusted to the optimum.

Material placed in all embankment layers shall conform to the requirements of Article c of Section
2.5.3.1 and not more than 150mm in compacted thickness and shall be placed and compacted to at
least 95 percent (average of minimum 5 compaction tests) with no single value less than 93 percent
of the maximum density. Determine the in situ density and moisture content according to AASHTO
T 238 and T 239 standards.

Prior to the placement of any materials, the Contractor shall construct trial compaction tests as
directed by the Engineer. The material used in the trials shall be the proposed embankment material
and the compaction equipment to be used shall be that specified and acceptable to the Engineer.

The objective of these trials is to determine the relationship between the number of compaction
equipment passes and density for the proposed materials.

Compaction and Moisture Control Tests

Embankment construction shall be tested using the procedures listed in Table 2-12.

Table 2-12: Embankment material and compaction tests

Test

AASHTO* designation

Testing of materials:

Sampling

T 2, T 86

Sample preparation

T 87

Sieve analysis

T 27, T 88

Liquid limit

T 89

Plastic limit and plasticity index

T 90

Moisture content

T 93,

T 217

Moisture

– density relationship

T 180

Sand equivalent

T 176

Specific gravity

T 100,

T 85

California bearing ratio (CBR)

T 193

Classification

M 145

Testing degree of compaction:

Sampling

T 86

Density-in-place, including sand cone method

T 191

ARTHWORKS

Test

AASHTO* designation

Density-in-place, including drive cylinder method

T 204

Density-in-place, including rubber balloon method

T 205

*American Association of State Highway and Transportation Officials (AASHTO), Washington, D.C.

2.5.3.5

Prefabricated Vertical Drains

When shown in the plans or included in the Bills of Quantities, the Contractor shall furnish and install
prefabricated vertical drains (PVD). Installation shall be in accordance with the details shown in the
Contract plans, as may be described in the particular specifications, and as recommended by the
prefabricated vertical drain manufacturer.

Prior to installation of the PVDs, the Contractor shall submit details of the sequence and method of
installation to the Engineer. At a minimum, this submittal shall contain the dimensions and length of
mandrel, a detailed description of the proposed methods for overcoming obstructions, and the
proposed methods for splicing drains.

Equipment, methods, and materials shall be demonstrated to produce a satisfactory installation in
accordance with these specifications. For this purpose, the Contractor shall be required to install trial
drains at different locations within the work area.

PVDs shall be constructed prior to embankment construction.

Prior to installation of vertical drains, a sand drainage blanket shall be placed on the ground surface
for use as a working platform. This platform shall have a minimum depth of 60 cm and shall consist
of un-compacted material meeting the requirements of Section 2.5.2.6. Vertical drains shall be
installed with equipment that disturbs subsoil minimally. A mandrel or sleeve shall be advanced
through the subsoil using vibratory, constant load, or constant rate of advance methods. Mandrels
shall have a maximum cross-sectional area of 90 cm

; shall protect the prefabricated drain material

from tears, cuts, and abrasions during installation; and shall be provided with an anchor plate or rod.
An anchor plate or rod shall provide sufficient strength to prevent the soil from entering the bottom
during installation, and shall anchor the bottom of the drain at the required depth when the mandrel
is removed. Falling weight impact hammers or jetting shall not be used within the compressible
subsoil to be drained.

Prefabricated drains shall be installed vertically from the working surface to the required elevations
and in a sequence that shall not require equipment to travel over previously installed drains.
Contractor shall provide the Engineer with a suitable means of verifying the plumbness of the
equipment and determining the depth of the drain at any time. The equipment shall not deviate more
than 6.35 mm per metre from the vertical.

Splices or connections in the PVD material shall be performed in a professional manner to ensure
continuity of the PVD material. PVD shall be cut to leave at least 150 mm protruding above the
working platform at each drain location.

Where obstructions are encountered and cannot be penetrated, the Contractor shall abandon the
hole. A maximum of two attempts shall be made to install a new drain within 45 cm of the obstructed
hole. Drains that otherwise deviate from the drawing location by more than 150 mm, or that are
damaged or improperly installed, shall be rejected.

While installing the drains, the Contractor shall consider and coordinate with any geotechnical
instrumentation and existing utility locations. Special care shall be taken when installing drains near
instrumentation and existing utilities already in place. Replacement or repair of instrumentation or
utilities damaged by the Contractor shall be the responsibility of the Contractor.

ARTHWORKS

2.5.3.6

End Caps and Draw Lines for Ducts, Conduits, Pipe Sleeves
and Culverts

The Contractor shall furnish and install end caps for vacant ducts, conduits and pipe sleeves before
backfilling to prevent any intrusion of backfill material into the ends of such ducts, conduits and pipe
sleeves.

Open ends of vacant pipe culverts and concrete box culverts shall be closed with bulkheads. The
bulkheads shall be constructed with suitable concrete blocks or bricks and mortar and as approved
by the Engineer.

End caps shall be of the type and material as manufactured for respective types of ducts, conduits
and pipe sleeves and as approved by the Engineer.

Prior to the installation of end caps and bulkheads as specified herein, the Contractor shall furnish
and install draw lines in all vacant ducts, conduits, pipe sleeves and culverts longer than ten metres
(10 M). The draw lines are intended to facilitate future installation of utility cables and pipes. Draw
lines shall consist of 6 mm dia. nylon rope as approved by the Engineer. The draw lines shall be
secured with a temporary fastener inside both ends of the ducts, conduits, pipe sleeves or culverts
as approved by the Engineer.

2.6

Subgrade Preparation

Before placing any paving, the Contractor shall bring the subgrade to the required line, grade, and
cross-section. Subgrade shall be compacted in accordance with Sections 2.6.1 and 2.6.2. A
compacted area shall be wide enough to allow paving machines to operate without visible distortion
of surfacing material.

Until the pavement is placed, the Contractor shall maintain the subgrade in the required condition.

2.6.1

Traffic Pavement

Top 300 mm of the roadway embankments at the subgrade level shall be constructed in two layers
of 150 mm each, of embankment material meeting the requirements of Section 2.5.2.2, and shall
have a minimum density in percent of the maximum dry density of 95% with a minimum CBR of 30%.

Where traffic pavement is placed on existing ground or on existing subgrade, the existing material
shall be scarified and re-compacted in accordance with Article a of Section 2.5.3.1 Clause 2, where
it shall have a minimum CBR of 10 % when compacted to 90% of MDD and a minimum CBR of 30%
at a compaction of 95% of MDD. If the CBR of the existing material is less than 10, then the top 300
mm depth shall be removed and replaced with load bearing material compacted to a minimum
density of 95%, with a CBR of 30.

2.6.2

Pedestrian Pavement

Top 150 mm of roadway embankments under pedestrian pavement at the subgrade level shall be
compacted to a minimum density in percent of maximum dry density of 95% with a CBR of 25. An
additional working layer of aggregate material may be placed on top of the compacted embankment
material where shown on the Contract plans or approved by the Engineer.

Where pedestrian pavement is placed on existing ground or on existing subgrade, the existing
material shall be scarified and recompacted in accordance with Article a of Section 2.5.3.1 Clause
2.

2.7

Geotextile Installation

2.7.1

Description

Contractor shall furnish and place construction geotextile fabric, in accordance with the details shown
in the Contract plans.

2.7.2

Materials

Geotextile materials shall meet the requirements of Section 2.5.2.9.

Geotextile roll identification, storage, and handling shall conform to ASTM D 4873. During periods of
shipment and storage, the geotextile shall be stored off the ground. Geotextile shall be covered at
all times during shipment and storage to keep it fully protected from UV radiation, including sunlight;
site construction damage; precipitation; chemicals consisting of strong acids or strong bases; flames,
including welding sparks; temperatures in excess of 71

C; and any other environmental condition

that may damage the physical property values of the geotextile.

2.7.3

Construction Requirements

Areas to be covered by the geotextile shall be graded to a smooth, uniform condition free from ruts,
potholes, and protruding objects such as rocks or sticks. Geotextile shall be spread immediately
ahead of the covering operation and shall not be left exposed to sunlight during installation for a total
of more than 7 calendar days.

Geotextile shall be laid smooth without excessive wrinkles. Under no circumstances shall the
geotextile be dragged through mud or over sharp objects that could damage it.

Soil piles, or the manufacturer’s recommended method, shall be used as needed to hold the
geotextile in place until the specified cover material is placed.

Cover material shall be placed on the geotextile and the minimum initial lift thickness required shall
be between the equipment tires or tracks and the geotextile at all times. Construction vehicles shall
be limited in size and weight to reduce rutting in the initial lift above the geotextile to not greater than
70 mm deep to prevent overstressing. Turning of vehicles on the first lift above the geotextile shall
not be permitted.

When placed as a measure to help stabilize soft foundations, the lift thickness covering the geotextile
shall be 300 mm to 600 mm thick. By routing loaded haul equipment over its entire width, the
Contractor shall compact the first layer. No vibratory compaction shall be allowed on the first lift.

Should the geotextile be torn, punctured, or the overlaps or sewn joints disturbed (as evidenced by
visible geotextile damage, subgrade pumping, intrusion, or roadbed distortion) the backfill around
the damaged or displaced area shall be removed and the damaged area repaired or replaced by the
Contractor. Repair shall consist of a patch of the same type of geotextile placed over the damaged
area. Patch shall overlap the existing geotextile from the edge of any part of the damaged area by
the minimum required overlap for the application.

If geotextile seams are to be sewn in the field or at the factory, the seams shall consist of one row of
stitching, unless the geotextile where the seam is to be sewn does not have a selvedge edge. If a
selvedge edge is not present, the seams shall consist of two parallel rows of stitching. Two rows of
stitching shall be 25 mm apart with a tolerance of ±10 mm and shall not cross except for restitching.
Seam, stitch type, and the equipment used to perform the stitching shall be as recommended by the
manufacturer of the geotextile and as approved by the Engineer.

Seams shall be sewn in such a manner that the seam can be inspected readily by the Engineer or a
representative. Seam strength may be tested and shall meet the requirements stated in Table 2-10
for seam breaking strength.

2.7.3.1

Subsurface Drainage and Soakaways

Trench walls shall be smooth and stable. Geotextile shall be placed in a manner that ensures direct
contact between the soil and the geotextile (i.e., no voids, folds, or wrinkles).

Geotextile shall either overlap a minimum of 300 mm at all longitudinal and transverse joints or the
geotextile joints shall be sewn. Where the trench width is less than 300 mm, the minimum overlap
shall be the trench width.

An area drain is defined as a geotextile layer placed over or under a horizontal to moderately sloping
layer of drainage aggregate. For area drains, the geotextile shall be overlapped a minimum of 600

mm at all longitudinal and transverse joints, or the geotextile joints shall be sewn. Minimum initial lift
thickness over the geotextile in the area drain shall be 300 mm. In all cases, the upstream geotextile
sheet shall overlap the next downstream sheet.

2.7.3.2

Permanent Erosion Control and Ditch Lining

Geotextile fabric used as a filter material under or behind erosion control work, such as gravel or
rock  surface  stabilisation,  loose  and  grouted  riprap  and  rock,  gabions,  ditch  linings,  energy
dissipaters,  and  outlet  protection  pads,  shall  either  be  overlapped  a  minimum  of  600 mm  at  all
longitudinal and transverse joints, or the geotextile joints shall be sewn, unless otherwise shown on
the  Contract  plans. If  overlapped, the  geotextile  shall  be  placed  so  that the  upstream  strip  of the
sheet shall overlap the next downstream strip.

Placement of protective aggregate bedding over the top of the geotextile shall be performed where
shown on the Contract plans and as stipulated in Section 2.7.3.

When placed on slopes, each geotextile strip shall overlap the next downhill strip.

Placement of

aggregate, riprap, or other cover material on the geotextile fabric shall start at the toe of the slope
and proceed upwards. Geotextile fabric shall be keyed at the top and the toe of the slope as shown
in the Contract plans. Geotextile fabric shall be secured to the slope, but shall be secured loosely
enough so that the geotextile shall not tear when the riprap or other cover material is placed on the
sheet. Geotextile fabric shall not be keyed at the top of the slope until the riprap or other cover
material is in place to the top of the slope.

All voids in the riprap or other cover material that allow the geotextile to be visible shall be backfilled
with  coarse  aggregate  of  75  mm  maximum  size  so  that  the  geotextile  is  completely  covered,  as
designated  by  the  Engineer.  When  an  aggregate  cushion  between  the  geotextile  fabric  and  the
riprap,  or  other  cover  material,  is  required,  it  shall  have  a minimum  thickness  of  150  mm,  unless
otherwise shown in the Contract plans.

Grading of slopes after placement of the riprap, or other cover material, shall not be allowed if grading
results in stone movement directly on the geotextile. Under no circumstances shall stones with a
weight of more than 50 kg be allowed to roll down slope. Stones shall not be dropped from a height
greater than 1 m above the geotextile surface if an aggregate cushion is present, or 300 mm if a
cushion is not present. Lower drop heights may be required if geotextile damage from the stones is
evident and determined by the Engineer. If the geotextile fabric is placed on slopes steeper than a
ratio of 2:1, the stones shall be placed on the slope without free fall. Trial area to be prepared for
survivability check.

2.8

Trimming and Cleanup

2.8.1

Description

This work consists of dressing and trimming all roadways improved under the Contract. This work
extends to excavated cut slopes, compacted fill slopes, ditches, ponds, berms, and non-load-bearing
fill areas.

2.8.2

Construction Requirements

Contractor shall perform the following:

Trim cut and fill slopes, ditches, and other fill slopes to produce smooth surfaces and uniform
cross-sections that conform to the grades shown on the Contract plans or set by the
Engineer.

Open and clean all channels, ditches, and gutters to ensure proper drainage.

Dress the back slope of any ditch and pond berm and borrow source that shall remain
adjacent to the roadway. Round off the top of the back slope and distribute the material evenly
along its base.

Grade and smooth to uniform slopes and to the grades shown on the Contract plans or set
by the Engineer. Also, grade and smooth any natural areas within the roadway corridor that
are not otherwise designated not to be disturbed and protected as required by the Engineer.

Remove and dispose of all weeds, brush, refuse, and debris that lie within the roadway
corridor.

Remove from shoulders all loose rocks and gravel.

Distribute evenly along the embankment slope any material not needed to bring the
embankment fill slope to the required cross-section.

Contractor shall not perform the following:

Use heavy equipment, such as tractors, graders, etc., to trim the embankment surface of an
existing or new bituminous surface.

Drag, push, or scrape any material across completed surfacing or pavement.

When the Contract requires the Contractor to rebuild part of a roadway, only the rebuilt areas shall
be trimmed and cleaned up. If the Contractor’s work obstructs ditches or side roads, they shall be
cleared and the debris disposed of as the Engineer directs.

Trimming and cleanup work will be inspected by the Engineer, and final acceptance is subject to the
Contractor’s approval.

Chapter 2: Earthworks

Page 2-41

NDEX

backfill, 2-24
boreholes, 2-4
borrow excavation, 2-21, 2-24
Borrow excavation.

See

roadway excavation

cleanup, 2-40
clearing, 2-7
compacting earth. See compacting

embankments

compacting embankments, 2-35
compacting rock. See compacting

embankments

compaction control tests, 2-35
dewatering, 2-13
disposal of material, 2-9
disposal of materials, 2-11
disposal of unsuitable or excess material, 2-

ditch lining. See erosion control
earth embankment construction, 2-34
earthworks, 2-1
embankment construction, 2-33
embankment material, 2-24
embankments, 2-24
erosion control, 2-39
excavation, 2-11
excavation support, 2-22
geosynthetic installation, 2-38
geosynthetics, 2-29
geotextile fabric.

See

geosynthetics

grubbing.

See

clearing

hauling, 2-5, 2-12
manual excavation, 2-23
moisture control tests, 2-35
non-load-bearing fill placement, 2-34
non-load-bearing material, 2-27
pervious backfill, 2-26
prefabricated vertical drains, 2-28, 2-36, 2-37
removal of structures, 2-9
roadside cleanup, 2-9
roadway excavation.

See

excavation

rock blasting. See rock cuts
rock cuts, 2-15
rock embankment construction, 2-33
sand, 2-27
soakaways. See underground drainage
structural backfill, 2-25, 2-34
structural excavation, 2-21
Structural excavation.

See

roadway

excavation

subexcavation, 2-20
Subexcavation.

See

roadway excavation

subgrade, 2-37
sweet sand material. See non-load bearing
topsoil, 2-8, 2-28
underground drainage, 2-39
utility coordination, 2-23
water, 2-32

STANDARD CONSTRUCTION SPECIFICATIONS

PART 1

ROADS

CHAPTER 3 - PAVEMENT

DOCUMENT